0403_AnsonLF_RevisedApplic_20230324

Civil & Environmental Consultants, Inc.
March 24, 2023
ELECTRONIC SUBMITTAL
donna.wilson&ncdenr. gov
Donna Wilson
Environmental Engineer, Solid Waste Section
Division of Waste Management
North Carolina Department of Environmental Quality
Dear Donna:
Subject: Response to Comments Email dated February 2, 2023
Environmental Assessment — Anson Landfill Phase 5 Expansion
DWM-SW Permit 0403-MSWLF-2010
CEC Project 165-276
Comment #1— The Phase 5 expansion and the Phase 5 landfill redesign are different things, and
this leads to confusion with describing and illustrating areas and volumes. Provide a brief
discussion and illustration of the progression of these changes.
a. First show the landfill volume table with the landfill configuration before the Phase 5
expansion. The volumes below are from the 11-3-2022 permit table and the example
drawing is from File ID 1732876.
b. Next, show the landfill with the Phase 5 expansion area and provide the acres of the
expansion, and the volume of the expansion, noting that the expansion is also fill over the
existing phases. The example drawing below is from the site suitability figures.
Phase 5 expansion area: Size of additional area — 66.9 acres Additional volume — gross
capacity of 19,857,735 cy, which is the new area and a vertical expansion over the existing
area.
c. Last, show the landfill phase redesign with the new phase layout for Phases 4 and 5 (as
updated). Provide a capacity table that represents the acreages and volumes of the new
layout. The Phase 4 volume is the volume within the Phase 4 footprint plus the vertical fill
over the other areas before Phase 5 is used, represented/calculated by the difference
between the two drawings on Sheet C502 (as revised). The Phase 5 volume is the volume
within the Phase 5 footprint plus the area filled vertically on top to final closure,
represented/calculated by the difference between the second drawing on Sheet C502 and
the drawing on Sheet C503.
Existing and proposed Expansion tables have been updated to show the (1) existingpermitted table
with acreages / volumes, (2) the Proposed "Phase 5" expansion area with acreage, (3) the
individual Cell acreage and volumes for Phases 4 & 5, and (4) the final buildout data table with
updated acreages for Phase 4 & 5.
3701 Arco Corporate Drive, Suite 400 1 Charlotte, NC 28273 1 p: 980-237-0373 f: 980-237-0372 1 www.ceclnc.com

Anson County Landfill Phase 5 Permit To Construct Application NCDEQ Comments
CEC Project 165-276
Page 2
March 24, 2023
Comment #2 — The cover of the application should state Permit to Construct application for Phases
4 and 5. In several places within the text and appendices, it should be stated that the construction
and operation descriptions are for Phases 4 and 5, not just Phase 5. This includes the CQA Plan
and Specs.
The title of this PTC has been updated to "Phases 4 and 5 Expansion PTC" References to only
Phase 5 have been updated to refer to Phases 4 and 5.
Comment #3 — General text throughout report and the drawings should be updated for current
conditions, such as cells that are built/operating and tons per day.
Text has been updated per comments. Tonnage per day has been updated. Appendix B- Drawings
have been updated to show adjustment of Phase/ Cell nomenclature to reflect active cell
construction.
Comment #4 — In the application beginning text and figures, Figures 1-1 and 1-3 show the
property boundary and the 300-foot buffer in purple lines. On the north end, the buffer line crosses
within the waste boundary.
Figures 1-1 and 1-3 have been updated to show correct property boundary and buffer lines.
Comment #5 — Provide an update to the Stream Impact Individual permit.
Per USACE Permit # SAW-2019-00205, Wetland Feature WI (as shown in the USACE Individual
Permit in Appendix G Related Documents), was impacted due to the Phase 3 Cell 2 construction.
Other proposed impacts shown will be impacted during future cell construction.
Comment #6 — Seismic impact zones — Provide demonstration that all containment structures,
including liners, leachate collection systems, surface water control systems, and final cover are
designed to resist the maximum horizontal acceleration in lithified earth material for the
site. Attached are example seismic calculation pages from another permit, Duke Asheville
landfill, permit 1119. The complete document can be viewed here, Doc ID 1360676, dated 11-1-
2019 - https://edoes.deq.nc.gov/WasteManagement/Browse.aspx?id=732019&dbid=0&repo=W
astemana - eg ment .
Previously, CEC included a demonstration that the liner was designed to resist the maximum
horizontal acceleration for the site. This was included in the previously submitted Global and
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Anson County Landfill Phase 5 Permit To Construct Application NCDEQ Comments
CEC Project 165-276
Page 3
March 24, 2023
Interim Slope Stability Analysis. Additionally, as part of this comment response, CEC has included
a new calculation to evaluate leachate collection pipes under seismic loadings (See Appendix C
Calculations). Also, CEC has prepared a cross section through an embankment for the proposed
stormwater basins intended to represent the worst case scenario, to demonstrate adequate stability
under static and seismic conditions. Results of this evaluation has been added to the Global and
Interim Slope Stability Analysis. Further, the final cover veneer stability analysis has been revised
to include a seismic evaluation. As shown in the above referenced calculations, the calculated
minimum FS, yield acceleration, or yield stresses are within acceptable ranges. As such, CEC
believes the proposed Phases 4 and S expansion has been adequately evaluated for seismic
impacts.
Comment #7 — Settlement and pipe loading:
a. The application is also a vertical expansion application over the previous Phases. An
additional 70 feet is added to the overall height of the landfill, from the previous maximum
height. The additional weight affects the older filled cells, for example, settlement and
leachate pipe loading. Address the additional weight/volume to the older cells with
specific information of those cells.
b. Provide settlement calculation for the center of the landfill and other areas not yet
represented, to show that the 4-foot separation distance is met to SHGT and bedrock, and
to demonstrate that the subgrade will continue to have a minimum 2% slope. A drawing
showing all the calculated points is needed. The waste density used was 60 lb/CF (1620
lb/CY).
c. App. C — Engineering calculations - For the pipe loading calculations, the waste density
used is 41.44 lb/CF (1119 lb/CY). From the annual reports, the density would be about
1700 lb/CY. PDF page 452.
a. Leachate Pipe Loading Calculations have been revised to reflect the increased
height/weight of the overlay area. Settlement calculations have also been revised to add
points in the overlay Phases 3-4 areas.
b. Settlement calculations have been revised to add points in the overlay Phases 3-4 areas,
to demonstrate vertical separation requirements and min. slope requirements. The waste
density has been updated to 1700 lb/ CY. Per the 311312023 meeting with NCDEQ, CEC
explained that the groundwater elevations in the existing Phases 3-4 areas were adjusted
to match actual data tables from the Hydrogeo report to depict actual groundwater
elevations in those areas. NCDEQ approved of this method during the meeting.
C. Per a. above also, the App. C — Engineering calculations - For the pipe loading
calculations have been updated to a waste density of 1700 lb/ CY.
Civil & Environmental Consultants, Inr,

Anson County Landfill Phase 5 Permit To Construct Application NCDEQ Comments
CEC Project 165-276
Page 4
March 24, 2023
Comment #8 — Explain the leachate pipe design for phase 4, cell 3, with the ability to collect
leachate to meet the rules, and the ability to clean out, camera, and jet clean. Of concern are the
two lines with unusual changes in elevation, one along the north edge and one just below that on
the north flat part of elevation 310-312. Also, there are multiple leachate lines longer than 1000
feet. The slope of the landfill base is required minimum 2% after settlement.
An image below has been added to demonstrate flow lines of the leachate collection in Phase 4
Cell 4(formerly referred to as Phase 4 Cell 3). A note was added to ensure that appropriate fittings
are installed especially in this area to allow for video inspection and jet -cleaning these lines. The
middle pipe shown at the 310-312 elevation noted in the comment is to provide cleanout access of
the main collection line of the cell, and is not necessary for part of the collection system. It is
shown as perforated and part of the collection system for redundancy and enhanced collection in
this area.
Per jet clean website, Pipeline video inspection can occur up to 2, 000 feet regarding 6" diameter
pipe and larger with one-sided access. Pipe jetting leachate lines 6" and greater in diameter can
be cleaned up to 2,000 feet with one sided access. We have attached images from the Jetclean
website for your reference below.
77clean America
Employment
Pipeline Video Inspection
ee
What is achieved
1. Pipe conditions and problems identified.
ee
2. Problem location precisely established.
3. Facts can be presented in video format for third
party viewing.
se
4. An informed decision can be made regarding
remedial action.
lift 56hon WalerhV i5urf.
CI®rainy G®rainy
PEARPOIWT state-of-the-art video inspection
equipment:
Pipe Size:
video inspection from 1"-96"_
Distances:
With one-s6ded access,
distances are:
1" - 3" pipe - 209 feet
4° - 5" pipe - 500 feet
& pipe and up - 2,000 Feet
With two-sided access,
distances are:
1° - 3" pipe - 200 Feet
4" pipe and up - 2,000 feet
Access:
Cleanc Lit
- Vent Stack
Manhole
• Catch Basin
Any Other
Civil & Environmental Consultants, Inc.

Anson County Landfill Phase 5 Permit To Construct Application NCDEQ Comments
CEC Project 165-276
Page 5
March 24, 2023
ip-drain-*hnghlml
WJ—etcEean America
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Services I W ErnpT�
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Pipe & Drain Jetting
Proper high-pressure water -jetting for pipe & drain
cleaning requires the right equipment for the
particular application, combined with operator
expertise in na721e selection and the intelligent use
of the equipment.
Pipes & drains requiring cleaning include sanitary
sewer pipes/main sewers, services, roof drains,
floor drains, vent stacks, storm sewers. industrial
piping, conduits, and condensate discharge piping.
Substances to be removed include grease, sand,
debris. roots, asphalt, lime, calcium, barnacles, etc.
Contact us
pipe sas:
I'and up
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up to two Tent from single
point entry has been achieved
Ewlprnem used:
WVtBEN state-of-the-art high
pressure water)mng egwp-
went producing up to 4OW,/
I8gpm [vadable by throttle
Control to meet job needs].
VACTOR combinatmn cleaner
WaWi `nos with jetting and
vXuum [Milligsraiions fpr
larger pipes, manholes, or
basins producing up to 9ngpmj
zs0opai.
SWEEPING BEND ELBOW
TO ALLOW FOR
LEACHATE CLEANING/
CAMERA INSPECTION
THIS AREA
Comment #9 — Engineering plan and calculations: a. If cells will be built incrementally for
approval, instead of a whole phase, provide the acres and volumes for each cell or cells to be built
at a time (as it is expected). b. App. C — Update the lifespan study for remaining life (years) of the
Civil & Environmental Consultants, Inr,

Anson County Landfill Phase 5 Permit To Construct Application NCDEQ Comments
CEC Project 165-276
Page 6
March 24, 2023
landfill, Phases 4 and 5. The in -place density used was 1120 lb/CY which seems low. From the
annual report numbers, it would be about 1700 lb/CY. PDF page 237.
a. Individual cell acreages and volumes have been added to the engineering report.
b. Lifespan calculation has been updated using the current], 700lb/CY density and 6, 000
tons/day for Phases 4-5.
Comment #10 — Facility plan — Provide a list of the equipment used to operate the landfill.
A list of the equipment used at the facility has been added to the Ops Plan to Section 5.19.8
Comment #11 —Facility drawings should include the following. See Rule .1619 (b) and (d) (1).
a. Other solid waste management areas on site, including the convenience center for
residential waste, residential recycling area, white goods recycling, scrap metal area, yard
waste T&P, and tire collection area. Include the parcel and ownership info for this area.3
b. The landfill facility property boundaries. This can be the survey drawing that's on
Laserfiche, date 1-20-22.
c. The physical features related to the siting location restrictions within and near the property
boundary, such as floodplains, wetlands, cultural resources, etc.
d. Locations of the gas collection system, including the flare/blower, condensate sumps, and
collection piping.
e. Stockpile and borrow areas.
a-c & e Facility Drawings F100-201 have been added to the plan set depicting the existing survey,
Facility Development, and all borrow areas.
d. Locations of the gas collection system, including the flare/blower, condensate sumps, and
collection piping per the as -built have been added to the LFG Master Plan as an attachment.
Comment #12 — Engineering Plan and/or Operating Plan — When landfill filling is occurring in
areas where landfill gas extraction wells are in place, what is the procedure for the existing
well? Will the gas well be abandoned? If not describe how the fill would occur around a
well. The closure plan and gas collection plan indicate that the wells may be extended.
When landfill filling is occurring in areas where landfill gas extraction wells are in place, the
procedure for the existing well is to vertically extend the pipe with solid piping through fusion
welding and installing a temporary cap. Once filling operations have been completed in areas,
landfill gas extraction wells may be re -drilled.
Civil & Environmental Consultants, Inr,

Anson County Landfill Phase 5 Permit To Construct Application NCDEQ Comments
CEC Project 165-276
Page 7
March 24, 2023
Alternatively, the wells may be extended byprovidingprotective encasementpiping (concrete riser
pipe) or other protective structures to enable waste placement and cautious compaction around
the well casement. The well pipe is typically extended vertically through fusion welding and
temporarily capped. When the waste mass is at the extension elevation, the annular space between
the gas well pipe and encasement pipe is filled with aggregate and the encasement pipe is removed.
Finally, the wellhead is installed and lateral piping is connected to the gas collection system. If
gas wells are abandoned, a gas collection system modification/expansion would be filed with DEQ
for approval.
Comment #13 — Operations plan:
a. Discuss each of the alternate daily covers used. For the ones that are approved in the
Section guidance document "Approved Alternative Daily Cover Material For use at
Sanitary Landfills," confirm implementation according to the guidance (page 2) that
includes a notice in the operating record with the procedure and the notice and procedure
sent to the Section. The guidance document is
here - https://edocs.deq.nc.gov/WasteManagement/0/edoc/723214/ApprovedACM_Revl
_GDE_2 0170721.pdPsearchid=f7d5b34c-664b-4338-930a-dldb93f0272£ If the
seaboard solids (used sawdust absorbent) are still being used for alternate daily cover,
provide details and procedure in the text, and follow with the notice in the operating record
and to the Section, as described in the guidance document. Details should include specifics
such as the usage criteria listed in the guidance document.
b. For the operational berms, or inter -cell berms, describe the design and method. Describe
how the flap will be removed and the valve opened. Confirm that a written certification
for the proper connection (flap removed, valve opened) will be placed in the operating
record, each time a cell is connected.
c. Storm Water Conveyance — Include a description of surface water control berms or swales
used to prevent contact water from the active working face (above natural grade), or that
has come into contact with waste, from entering the stormwater collection system.
d. The operating plan and App. G indicate that leachate may be recirculated within in the
landfill by spraying onto the active working face. If this is a currently active practice,
provide information on volumes and dates for the amounts being recirculated, within the
last 2 or 3 years. If this is not occurring, update or remove the text.
e. Describe leachate system maintenance in accordance with Rule .1626 (12).
i Leachate storage basin — The text states that the current basin is designed to meet the
volumes of Phases 1-3 and Phase 4, cells 1 and 2. What are the plans for the next leachate
basin?
g. The asbestos disposal plan should be reviewed and updated as needed. There is a typo
("SO") for the distance to a property boundary or occupied building or structure.
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Anson County Landfill Phase 5 Permit To Construct Application NCDEQ Comments
CEC Project 165-276
Page 8
March 24, 2023
h. Liquids solidification — Describe the maximum time that a liquid waste will be within a
solidification tank before it is solidified and removal for disposal.
i. Section 5.13 - Areas that will not receive waste for 12 months or more, but will receive
additional waste, must be covered with a minimum of 12 inches of soil intermediate cover.
j. Records — Closure and post -closure cost estimates and financial assurance documents
should be added to the list of records to be kept.
a. The following language has been added to the Ops Plan Section 5.17.7
Alternative Daily Cover: "The use of alternative daily cover must be documented
within the facility operating record with the procedures for using the alternative
daily cover material according to the "Approved Alternative Daily Cover
Materials " document from NCDEQ Solid Waste Section. A copy of the notice in
the facility record shall be sent to the Permitting Branch Supervisor of NCDEQ
Solid Waste Section and the facilities Environmental Senior Specialist. "
b. Valve operation at operational berm locations will be a cell construction specific
item. The valve will be opened and the operational berm with associated flap will
be removed as waste has started to be placed in the upper portion of the cell area.
Language referring to a written certification for proper connection etc. and to be
placed in the operating record for the facility for documentation purposes will be
added to the Phase 5 PTC Operations Plan Report Table 8-1.
c. Stormwater surface control berms or swales will be used to prevent surface water
run-off that has contacted the active working face from entering the stormwater
collection system.
d. Leachate recirculation has not been performed at the landfill in the past few years
however, leachate recirculation will remain as part of the Operations Plan for
potential future use. If leachate recirculation operations are resumed, WCN will
add the volumes recirculated and dates to the operating record.
e. The owner shall maintain a leachate management plan that includes the periodic
maintenance of the leachate collection system; maintaining records for the
amounts of leachate generated; semi-annual leachate quality sampling, approval
documentation for final leachate disposal; and a contingency plan for extreme
operational conditions.
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Anson County Landfill Phase 5 Permit To Construct Application NCDEQ Comments
CEC Project 165-276
Page 9
March 24, 2023
f. The existing leachate storage basin is adequate for Phases 1-3 and Phase 4 Cells
1-3. An additional leachate storage basin will need to be constructed prior to
PTO of Phase 4 Cell 4.
g. Typo has been revised.
h. Liquid waste will be stored within a solidification tank a maximum of seventy two
hours, during normal operations and based upon liquid source and solidification
media.
i. Comment has been added to the Operations plan stating "Areas that will not
receive waste for 12 months or more, but will receive additional waste, must be
covered with a minimum of 12 inches of soil intermediate cover. "
j. Closure and post -closure cost estimates and financial assurance documents have
been added to the list of records to be kept.
Comment #14 — LFG monitoring plan and collection plan:
a. Show building monitoring points on the map.
b. It appears that LFG monitoring point 4 should be added to the map.
c. LFG monitoring guidance was updated 2021.
d. LFG collection plan — Section 2.2.3 — The text indicates that it is expected to increase the
flaring capacity by 2023, please provide an update.
a. Building Monitoring Points have been added to Figure 1 of the LFG Monitoring Plan.
b. GP-4 has been added to the Figure I map.
c. The updated 2021 guidance document has been added.
d. The flaring capacity and gas collection and control system continue to be updated and
evaluated. It is still expected that flaring capacity and/or other systems will be installed in
late 2023.
Comment #15 — The water quality monitoring plan should include maps showing the shallow and
deep potentiometric water contours.
Figures 3a Deep Water Table and 3b Shallow Water Table, have been added to the Groundwater
Monitoring Report.
Comment #16 — Drawings:
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Anson County Landfill Phase 5 Permit To Construct Application NCDEQ Comments
CEC Project 165-276
Page 10
March 24, 2023
a. Provide detail drawing of the landfill gas collection well on the final cover.
b. For G100 through G204, provide the top of SHGT and bedrock data points for each boring
(on the drawing) that the contours are based on, see .1620 (e) (8).
c. Final cover — Change the contour interval of final cover to 5-foot contours for the side
slopes or for both side and top to allow more readability.
d. Label the leachate pipe sizes for each pipe on a drawing.
e. Show the location of stormwater intercell berms, used to separate clean stormwater from
landfill leachate within a cell.
a. Landfill gas detail has been placed on Final Cover Drawing Sheet C500 and is
also located on Detail 36 Sheet C606.
b. SHGT and bedrock data points have been added to each boring on drawings
GI00-G204.
c. Final Cover contours have been changed to 5 foot intervals (contour labels every
10' feet.)
d. Leachate collection pipe size callouts have been added to sheet C400. Leachate
pipe sizes are also called out in detail 35 on Sheet C700.
e. Operational berms are shown on Sheet C304-C305 and are called out as
Operation Berm Detail 10/Sheet C601.
Comment #17 — CQA plan and construction:
a. For the Pre -construction meeting held onsite, the Solid Waste Section should be notified
so that a representative may choose to attend.
b. Include - The owner or operator of the MSWLF units shall notify the Division via e-mail
no less than 24 hours before conducting the subgrade inspection required by Part (C), Rule
.1624 (b)(7).
c. Tests for the soil test pad should include a composite sample for recompacted lab
permeability, for each lift.
d. Section 4.2.4.4 — Geomembrane test seams should be made for every 4 hours of continuous
welding, instead of 4 to 6.
e. Geomembrane liner installation testing should include an evaluation of the entire liner for
leaks as required by G.S. 130A-295.6(h)(1) using technology such as electronic leak
detection.
f. Section 2.5.1.3 — Describe how the geotextile surrounding the leachate collection pipe
aggregate Is removed and/or folded back from the leachate trench before waste is placed
in a particular area. See Rule .1624 (b)(11)(13)(iii) and (b)(13)(13). The bedding material
for main collector lines shall be extended to and in direct contact with the waste layer or a
graded soil or granular filter.
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Anson County Landfill Phase 5 Permit To Construct Application NCDEQ Comments
CEC Project 165-276
Page 11
March 24, 2023
g. The last page, page 68, is missing from the application submitted.
h. Section 1.2.3 — For the CQA certification document, the report should also include the
information listed in Rule .1624 (b)(16). The last part of the certification statement "and
the requirements of the rules of this Section" should be worded as "and the requirements
of Rule 15A NCAC 13B .1624."
i. Granular soil material used as filter can have no more than 5% by weight passing the No.
200 sieve, see Rule .1624 (b)(13)(A)(i).
j. Describe the procedures to ensure that the integrity of the landfill systems will be
maintained prior to waste placement.
a. Text has been updated to include the Solid Waste Section be included for the pre -
construction meeting.
b. Note added per comment in the text.
c. Text has been updated to add requirement for test pad per comment.
d. Hours have been changed from "4 to 6" to "4 " per comment in section.
e. Section 4.2.4.13 Non-destructive Conductive Leak Testing of the CQA Plan
addresses the requirement for leak detection testing over the entire liner.
f. The geotextile surrounding the leachate collection pipe aggregate is removed
and/or folded back from the top of the leachate trench prior to waste placement
to enable direct contact between the leachate collection trench aggregate and
waste per.1624 (b)(11)(B)(iii) and (b)(13)(B). Prior to opening anew cell area,
a note will be added to the operating record describing the geotextile removal.
g. The last page has been added into this Application.
h. The Certification statement language has been added to the text per comment.
i. Text has been added to Section 7.21.1 regarding the granular soil material per
comment.
j. Text has been updated in the Operations Plan in Section 4.2 to state "The owner
shall ensure the integrity of the landfill systems prior to the placement of waste
in approved areas. "
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Anson County Landfill Phase 5 Permit To Construct Application NCDEQ Comments
CEC Project 165-276
Page 12
March 24, 2023
Comment #18 — The Composting plan in the Operations Plan appendix should be updated. The
rules were changed in 2019 and are available - https://deq.nc.gov/about/divisions/waste-
management/solid-waste- section/special-wastes-and-alternative-handling/composting.
a. The contact information should be updated. Figure 1 is missing from the plan.
b. The text should be updated to reflect actual yard waste management activities onsite. It is
acceptable to list different options, and how those would operate. For example, the site
may be used to make mulch for onsite use only and would be operated as , and the facility
may choose to begin composting of the material, and public distribution, and in such case,
it would be operated in accordance with. The boundaries need to be defined.
The Composting Plan in the Operations Plan has been updated per the revised 2019 rules. Contact
information has been updated and Figure I has been added which includes the composting area
location.
Comment #19 — Closure Plan, Post -closure Plan, and cost estimates:
a. It should be stated that the largest area requiring closure would be X acres for when Phase
4 is open and operating and would be 201 acres when Phase 5 is open and operating. Or
similar, if the cells will be built incrementally instead of a complete Phase.
b. Describe recordation of a notice to the Register of Deeds in accordance with Rule .1627
(c)(8).
c. Section 7.3 should state that landfill gas monitoring around the landfill perimeter and in
buildings, surface water, and groundwater will be monitored during the post -closure
period.
d. Provide frequency of the post -closure activities.
e. Describe the five-year certification, in accordance with Rule .1627 (d)(3).
f. Cost estimates for closure and post -closure should be updated as needed, and should be
provided for the next area of landfill to be constructed and permitted for use, whether it is
a Phase or certain cells. Or, the costs may be based on the entire landfill.
a. The largest area requiring closure will be 198.60 acres once the Phase 5 Expansion is
open and operating. Tables 6-1 and 7-1 in the Engineering Report have been updated.
b. The required recordation of with the Register of Deeds has been added to the Closure Plan.
c. Section 7.3 has been revised.
d. Post -Closure frequencies shown in the cost estimate are now also stated in the Closure
Plan.
e. The five year certification process has been added to the Closure Plan.
Civil & Environmental Consultants, Inr,

Anson County Landfill Phase 5 Permit To Construct Application NCDEQ Comments
CEC Project 165-276
Page 13
March 24, 2023
f. Closure and Post -closure cost estimate updates have been added to the Closure Plan
discussion. Tables 6-1 and 7-1 in the Engineering Report have been updated.
Please let us know if you need any additional information in support of this review.
Sincerely,
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
Chris Haggard, E.I.
Assistant Project Manager
Nathan Bivins, P.E.
Project Manager
Civil & Environmental Consultaots, Inr.

PERMIT AMENDMENT APPLICATION
ANSON COUNTY LANDFILL PHASES 4 & 5 EXPANSION
ANSON COUNTY, NORTH CAROLINA
Prepared For:
CHAMBERS DEVELOPMENT OF NORTH CAROLINA, INC.,
A WHOLLY OWNED SUBSIDIARY OF WASTE CONNECTIONS, INC.
Prepared By:
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
CHARLOTTE, NC
CEC Project 165-276
PoC §sroQ� 'f
SEAL -
Q39114 = DECEMBER 2018
REVISED MARCH 2O23
+11V ®1 1%
3/17/2023
Nathan Bivins, P.E.
Project Manager
North Carolina Board of Examiners
for Engineers and Surveyors
License No. C-3035
t"IAzw
Civil & Environmental Consultants, Inc.
1900 Center Park Drive, Suite A ! Charlotte, NC 28217 1 p: 980-224-8104 f: 980-224-8172 1 www.cecinc.com

TABLE OF CONTENTS
Page
1.0 INTRODUCTION..............................................................................................................I
1.1 Project Description.................................................................................................. 1
1.2 Compliance with State and County Solid Waste Management Plans .................... 1
1.3 Site Background...................................................................................................... 1
1.4 Engineering Drawings............................................................................................ 2
2.0 FACILITY REPORT........................................................................................................7
2.1
Purpose and Scope..................................................................................................
7
2.1.1
Introduction and Facility Information..........................................................7
2.1.2
Site Development.........................................................................................7
2.2
Waste
Stream - 15A NCAC RULE .1619(E) (1).....................................................
9
2.2.1
Types of Wastes...........................................................................................9
2.2.2
Disposal Rates............................................................................................11
2.2.3
Service Area...............................................................................................11
2.2.4
Waste Segregation.....................................................................................11
2.2.4.1 Types of Waste........................................................................11
2.2.4.2 Weighing and Control of Waste Volumes...............................13
2.2.4.3 Inspection.................................................................................14
2.2.4.4 Equipment and Staffing...........................................................14
2.3
Landfill Capacity- 15A NCAC RULE .1619(E) (2)..............................................
15
2.3.1
Data and Assumptions...............................................................................15
2.3.2
Operating Capacity....................................................................................15
2.3.3
Soil Resources............................................................................................18
2.4
Containment And Environmental Controls - 15A NCAC RULE .1619(E)
(3)..........................................................................................................................
19
2.4.1
Leachate Migration....................................................................................19
2.4.2
Landfill Gas Management..........................................................................20
2.4.3
Dust, Odor, Vector, and Litter Control......................................................22
2.4.3.1 Dust Control.............................................................................23
2.4.3.2 Odor Control............................................................................23
2.4.3.3 Vector Control.........................................................................24
2.4.3.4 Litter Control...........................................................................25
2.4.4
Stormwater Management and Sedimentation and Erosion Control ...........
25
2.5
Leachate
Management - 15A NCAC RULE .1619(E)(4)......................................
26
2.5.1
Leachate Collection System.......................................................................26
2.5.1.1 Drainage Geocomposite...........................................................27
2.5.1.2 Protective Cover.......................................................................27
2.5.1.3 Collection Pipes.......................................................................27
2.5.1.4 Collection Sumps, Pumps, and Storage...................................28
2.5.1.5 Contingency Plan.....................................................................29
3.0 ENGINEERING REPORT.............................................................................................30
3.1 Facility Information.............................................................................................. 30
3.2 Erosion and Sedimentation Control...................................................................... 30
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-i- Permit Application — Anson County Landfill Phase 5
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3.3
Stormwater Conveyance and Mitigation..............................................................
31
3.4
Waste Quantities...................................................................................................
31
3.5
Site Analysis.........................................................................................................
31
3.5.1 Transportation System...............................................................................31
3.5.2 Topography and Surface Drainage............................................................31
3.6
Construction of the Anson County Landfill Phase 5............................................
34
3.6.1 Foundation.................................................................................................34
3.6.2 Subgrade Separation..................................................................................34
3.6.3 Base Liner System.....................................................................................35
3.6.4 Slope Stability Analyses............................................................................36
3.6.4.1 Global Slope Stability..............................................................36
3.6.4.2 Final Cover Stability................................................................36
3.6.5 Final Cover System....................................................................................37
3.6.6 Quality Assurance/Quality Control Plan...................................................38
3.6.7 Leachate Generation..................................................................................38
3.7
Construction Methods...........................................................................................
43
3.8
Stormwater Management System Design.............................................................
43
4.0 OPERATION
AND MAINTENANCE PLAN..............................................................44
4.1
Operation Drawings..............................................................................................
44
4.2
Waste Acceptance.................................................................................................
44
4.3
Cover, Spreading, and Compacting......................................................................
46
4.4
Air Criteria and Fire Control.................................................................................
46
4.5
Access and Safety.................................................................................................
46
4.6
Erosion and Sedimentation Control......................................................................
47
4.7
Stormwater Conveyance and Mitigation..............................................................
48
4.8
Operating Record and Recordkeeping Requirements ...........................................
48
5.0 GROUNDWATER DETECTION MONITORING PLAN.........................................51
5.1 Introduction........................................................................................................... 51
5.2 Groundwater Detection Monitoring Plan Summary ............................................. 51
6.0 CLOSURE PLAN............................................................................................................53
6.1 Closure Cap System.............................................................................................. 53
6.2 Landfill gas extraction.......................................................................................... 53
6.3 Construction of Cap System................................................................................. 54
6.4 Closure Schedule.................................................................................................. 54
6.5 Closure Cost.......................................................................................................... 55
7.0 POST -CLOSURE PLAN.................................................................................................57
7.1 Post -Closure Plan..................................................................................................
57
7.2 Post -Closure Maintenance....................................................................................
57
7.3 Post -Closure Monitoring.......................................................................................
58
7.4 Planned use...........................................................................................................
59
7.5 Post Closure Cost Estimate...................................................................................
59
Table of Contents (continued)
Page ill
Civil & Environmental Consultants, Inc.
-ii- Permit Application — Anson County Landfill Phase 5
December 2018

FIGURES
Figure 1-1 —
Vicinity Map
Figure 1-2 —
Floodplains Figure
Figure 1-3 —
Wetlands Figure
Figure 3-1 — USGS Topography Map
Figure 3-2 — Standard Composite Bottom Liner System Details
Figure 3-3 — Alternate Liner Landfill Cover Cap Details
TABLES
Table 1-1 — List of Regulatory Required Drawings and its Corresponding Permit Drawing
Numbers*
Table 2-1
— Landfill Area and Air Space Volume
Table 2-2
— Proposed Capacity Modification
Table 2-3
— Estimated Soil Cut and Fill Volumes
Table 3-1 — Summary of Results for Typical One Acre Cell (Normal)
Table 3-2 — Summary of Results for Newly Open Cell (Storm Surge Conditions)
Table 3-3 — Anson County Landfill Sediment Pond Calculations
Table 4-1 — Daily Log
Table 6-1 — Anson County Landfill Phase 5 Closure Cost Estimate
Table 7-1 — Anson County Landfill Phase 5 Post -Closure Cost Estimate
APPENDICES
Appendix A
— Operations and Maintenance Plan
Appendix B
— Drawings
Appendix C
— Calculations
Appendix D
— QA/QC Plan and Specifications
Appendix E
— Design Hydrogeological Report
Appendix F —
Monitoring Plans
Appendix G
— Related Documents
Civil & Environmental Consultants, Inc. -iii- Permit Application— Anson County Landfill Phase 5
December 2018

Table of Contents (continued)
Page iv
PERMIT DRAWINGS
C000
— Cover Sheet
F 100 — Existing Survey Plan
F101 — Existing Site Development Plan
F102 — Phase 5 Expansion Area Development Plan
F103 — Phases 4 & 5 Expansion Development Plan
F200 — Landfill Operations Fill Progression Plan
F201 — Landfill Operations Fill Progression Plan
C100
— Overall Site Plan
C300-001
— Top of Subgrade Plan
C302-003
— Top of Clay Liner Plan
C304-005
— Top of Protective Cover Plan
C400 — Leachate Conveyance Plan
C500 — Final Cover Plan
C501 — Stormwater Drainage Plan
C600-C606
— Construction Details
C700-C702
— Leachate Details
G100
— Groundwater Contour Map
G200
— Bedrock Contour Map
G201-
— Hydrogeologic Cross -Sections
G204
Civil & Environmental Consultants, Inc. -iv- Permit Application— Anson County Landfill Phase 5
December 2018

1.0 INTRODUCTION
1.1 PROJECT DESCRIPTION
Civil & Environmental Consultants (CEC) is submitting this Permit Amendment Application for
Phases 4 & 5 Expansion of the Anson County Landfill (Landfill) on behalf of Chambers
Development of North Carolina, Inc., a wholly owned subsidiary of Waste Connections, Inc.
(WCN) to the North Carolina Department of Environment Quality (NCDEQ). This document
amends the existing Permit Application (Permit Number 0403) for the Anson County Landfill
(Facility).
1.2 COMPLIANCE WITH STATE AND COUNTY SOLID WASTE MANAGEMENT
PLANS
Phases 4 & 5 of the Landfill will be developed in compliance with the rules and regulations set
forth by the NCDEQ. NCDEQ requires that a solid waste management facility permit to have a
Permit to Construct, a Permit to Operate, and be in accordance with North Carolina Solid Waste
Management Rules (15A NCAC 13B .0201 (c) and (d) and Rule 15A NCAC 13B .1603). This
application is in general accordance with the landfill design parameters, construction requirements,
and design drawing requirements in Section 15A NCAC 13B .1604 of the North Carolina Solid
Waste Management Rules.
This Application contains an updated Engineering Plan prepared in accordance with Rule .1602; an
updated Construction Quality Assurance Plan prepared in accordance with Rule .1621; an updated
Operational Plan prepared in accordance with Rule .1625; an updated Closure and Post -Closure
Plan in accordance with Rule .1629; and an updated Water Quality Monitoring Plan prepared as set
forth in Paragraph (b) of Rule .1623.
1.3 SITE BACKGROUND
The Facility is located in Anson County between Polkton and Wadesboro on U.S. Route 74. The
site is bounded on the northwest by Brown Creek, on the east by Pinch Gut Creek, and on the
Civil & Environmental Consultants, Inc. -1- Anson Landfill Phases 4&5Expansion PetmitApplication
December 2018

south generally by the CSX railroad. The facility location is presented on Figure 1-1 Vicinity
Map. Floodplain and Wetland maps are presented in Figure 1-2 and Figure 1-3 respectively.
On August 2, 2016, Carolina Wetland Service (CWS) performed a site visit to delineate
jurisdictional waters of the U.S. Wetlands and three streams were identified in the project area.
Of the waters, only one stream, Stream A, will be impacted by this project, consisting of
approximately 1,168 LF of stream impact. This Stream A is shown on the Engineering
Drawings in Appendix B, and the delineation report can be found in Appendix G. Streams B and
C, and the wetlands identified in the CWS report will not be impacted by this project. Based on
this proposed stream impact of Stream A, the Owner is currently preparing permitting documents
for an Individual Permit with the United States Army Corps of Engineers (USACE), in
accordance with Section 404 of the Clean Water Act. This Permit Application is submitted
contingent on the Owner obtaining an Individual Permit for the stream impact area.
The Permits to Construct Phase 1, Phase 2, and Phases 3 & 4 were issued in 2000, 2008, and 2018
respectively. Phases 1, 2, and 3 Cell 1 are currently actively operating.
1.4 ENGINEERING DRAWINGS
This permit application has been prepared in general accordance with the requirements of North
Carolina Regulation NCAC Title 15A Environmental Quality- Chapter 13 and includes the
engineering drawings as specified under 15A NCAC 13B .1620, Engineering Drawings.
Engineering Drawings can be found in Appendix B.
Civil & E n v i r o n m e n t a I Consultants, Inc. -2- Anson Landfill Phases 4& 5 Expansion Permit Application
December 2018

TABLE 1-1 - LIST OF REGULATORY REQUIRED DRAWINGS AND ITS
CORRESPONDING PERMIT DRAWING NUMBERS*
Required Drawing DrawingPermit
Vicinity F 100
Map
Site Plan
C 100
Detailed
Original, Undeveloped Site Topography and
C 100
Plans
Existing Site Topography
High Groundwater Table
G200
Bedrock Elevations
G 100
Proposed Limits of Excavation and Waste
C300-C301
Placement
Location and Placement of Liners and Leachate
C302-C305,C400
Collection Systems
Final Elevations and Grades of The Landfill
C500
Groundwater Monitoring Wells
G100-G200
Roadways (Sections, Dimensions, Slopes and
C600-C601
Profiles)
Locations of Buildings and Appurtenances
C 100
Civil & Environmental Consultants, Inc. -3- Anson Landfill Phases 4 & 5 Expansion Permit Application
December 2018

NORTH 777
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s
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WETLANDS
0 1000 2000
STREAMS
n REFERENCE
100—YEAR FEMA
1. SITE AERIAL PROVIDED BY USGS NC83 DATED:
2012
WASTE CONNECTIONS LLC
.=.�.=
PERMIT APPLICATION
Civil & Environmental Conuultantla, Inc.
ANSON COUNTY LANDFILL PHASE 5
ANSON, NORTH CAROLINA
y 1900 Center Park Drive - Suite A - Charlotle, NO 28217
Ph: 9130237,0373 - Fax: 980,237.0372
VICINITY MAP
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FIGURE NO.:
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Civil & E n v i r o n m e n t a I Consultants, Inc. -4- Anson Landfill Phases 4& 5 Expansion Permit Application
December 2018

Civil & Environmental Consultants, Inc. -5- Anson Landfill Phases 4 & 5 Expansion Permit Application
December 2018

NORTH s -
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.
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s REFERENCE BOUNEDARI SSE
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2. WETLANDS INFORMATION PROVIDED BY CWS ON
ti AUGUST 8, 2016, SCALE IN FEET
h
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.=.�.= WASTE CONNECTIONS LLC
PERMIT APPLICATION
ANSON COUNTY LANDFILL PHASE 5
Civil & Environmental Consultants, Inc. ANSON, NORTH CAROLINA
h
h 1900 Center Park Drive - Suite A -Charlotte, NC 28217
Ph: 980.237.0373 - Fax: [phone] WETLANDS MAP
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4 DATE: NOVEMBER 2022 ❑WG SCALE: 1 "=1040' PROJECT NO: 165-2713
Civil & E n v i l-o n m e n t a I Consultants, Inc. -6- Anson Landfill Phases 4& 5 Expansion Permit Application
December 2018

2.0 FACILITY REPORT
2.1 PURPOSE AND SCOPE
2.1.1 Introduction and Facility Information
The Anson County Landfill, located in Anson County between Polkton and Wadesboro on US
Highway 74, is currently operating under Solid Waste Facility Permit Number 0403. A Phase 5
Expansion area Site Study was approved in July of 2022. Please refer to the complete Site Study
package for additional documentation. The site is bordered to the northwest by Brown Creek, the
east by Pinch Gut Creek, and the south by the CSX railroad. The facility location is presented on
Figure 1-1 Vicinity Map.
2.1.2 Site Development
The landfill will be developed incrementally in phases, with each phase including smaller cells.
The general intent is to construct a phase incrementally within the landfill when needed. Phase 1
was permitted to construct by NCDEQ on June 1, 2000. Phase 2 was permitted to construct in
2008. Both existing phases are currently operational. The Permit Application for Phases 3 and 4
was submitted and approved by NCDEQ in 2018. This permit application is for Phases 4 & 5
Expansion, which adjoin Existing Phases 3 and 4 and overlays portions of Phase 1-4.
Per USACE Permit # SAW-2019-00205, Wetland Feature WI (as shown in the USACE
Individual Permit in Appendix G Related Documents), was impacted due to the Phase 3 Cell 2
construction. Other proposed impacts shown will be impacted during future cell construction.
Facility Drawings, provided in Appendix B, show the proposed design and progression of the
landfill, including both existing conditions and Phase 4 and 5 features. The drawings depict
initial site preparation, construction of intermediate closure and closure for each phase. With
each major phase shown, the drawings include the locations, lines, grades, and elevations for the
perimeter berms, access roads, landfill base, leachate management system, stormwater
Civil & E n v i r o n m e n t a I Consultants, Inc. -7- Anson Landfill Phases 4& 5 Expansion Permit Application
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management system, and erosion and sedimentation control measures. The projected life of
Phase 5 is approximately 11.61 years based on the anticipated waste receipts of 6,000 tons per
day.
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2.2 WASTE STREAM -15A NCAC RULE .1619(E) (1)
2.2.1 Types of Wastes
The landfill will not accept types of waste prohibited by 15A NCAC 13B, which include:
• Hazardous wastes as defined within 15A NCAC 13A to include hazardous wastes from
conditionally exempt small quantity generators;
• Polychlorinated biphenyls (PCBs) wastes as defined in 40 CFR 761;
• Liquid wastes except as provided by 15A NCAC 13B .1626(9);
• Untreated regulated medical wastes; and
• Petroleum contaminated soils.
The following waste types will not be accepted for landfilling, but may be accepted at a drop-off
for alternative processing:
• White goods;
• Used oil;
• Lead -acid batteries;
• Petroleum contaminated waste;
• Whole scrap tires;
• ABC Container Recycling;
• Electronics;
• Fluorescent Lights;
• Mercury Containing Thermostats;
• Oil Filters;
• Plastic Bottles;
• Wood Pallets; and
• Yard waste.
Civil & Environmental Consultants, Inc. -9- Anson Landfill Phases 4&5Expansion PermitApplication
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The landfill will accept all types of municipal solid waste (MSW) and special wastes, to include:
• Spoiled foods, animal carcasses, abattoir waste, hatchery and other animal wastes;
• Asbestos waste;
• Treated medical wastes which are not hazardous, liquid, infectious or radioactive;
• Wastewater treatment sludges;
• Construction/ demolition wastes;
• Ash (non -medical); Coal ash may be accepted for disposal after approval of Anson
County and the Solid Waste Section;
• Industrial process waste;
• Off -specification, outdated commercial products;
• Barrels and drums which are empty and have been perforated sufficiently to ensure that
no liquid or hazardous waste is contained therein, except for fiber drums containing
asbestos;
• Laboratory waste (non -hazardous); and
• Other non-MSW wastes not excluded above.
Acceptance of special wastes will be subject to provisions of 15A NCAC 13B, the special waste
acceptance procedures defined in the Operations Plan included in this application.
The landfill operator shall be responsible for screening wastes to ensure that hazardous or
unacceptable wastes are not disposed in the landfill. Screening of special wastes shall be
performed in accordance with the Operations Plan.
Landfill management reserves the right to establish acceptance criteria and procedures for certain
non -municipal solid wastes. These may be more restrictive than required by law based on
quantities and characteristics of the waste stream, current operating status of the landfill, and
characteristics of waste streams previously received. Acceptability will be based on judgment of
the landfill operator's technical personnel with respect to regulatory requirements, physical and
chemical qualities and other technical considerations.
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2.2.2 Disposal Rates
The facility will not accept hazardous waste as defined by the NCDEQ. In accordance with the
contractual agreement with Anson County, the landfill can operate at a maximum average waste
acceptance rate of 6,000 tons per day.
2.2.3 Service Area
In accordance with the agreement between Anson County and WCN, the landfill will serve
Anson County and other parts of North Carolina and South Carolina.
2.2.4 Waste Segregation
Incoming waste will be observed to verify it is acceptable in content and origin. Accurate and
current records will be maintained for all accepted waste and all landfill operations. Waste
handling procedures and normal operating procedures will be implemented to prevent disposal of
unauthorized waste.
Landfill employees will be trained on and be required to follow the specific procedures outlined
in the programs referenced below and appended to this document:
• Unauthorized Waste Control Program (see Operations Plan -Appendix A);
• Random Load Inspection Plan (see Operations Plan -Appendix A);
• Asbestos Management and Disposal Plan (see Operations Plan -Appendix A); and
• Special Waste Quality Acceptance Procedure (Operations Plan- see Appendix A).
2.2.4.1 Types of Waste
The landfill will only accept solid waste as described in 15A NCAC 13B and will not accept
wastes as described in Section 2.2.1. The landfill may accept special wastes and handling
procedures will be implemented by waste type. The special wastes that may be accepted include:
Civil & Environmental Consultants, Inc. -11- Anson Landfill Phases 4&5Expansion PetmitApplication
December 2018

o Bulky Waste- Bulky waste such as furniture, appliances, and other over -sized
items will be handled such that compaction is maximized and management at the
working face is prompt. Bulky wastes will typically be crushed on the ground
prior to disposal. If crushing or other size reduction is not possible, bulky wastes
will be placed at the base of the working face and run over with the landfill
compactor to reduce their size. The bulky waste will then be placed at the toe of
the working face and covered with other waste.
o Low -Density Wastes- Waste types such as agricultural wastes, loose plastic film,
foam rubber, plastic scraps, and plastic shavings require special handling. These
materials present problems because they rebound after being compacted by the
equipment. In order to achieve maximum densities, light -weight materials should
be spread into layers between one (1) and two (2) feet deep before being covered
with regular waste and compacted as usual into the base of the cell.
o Powdery Waste- The landfill may accept powdery waste such as ash, sawdust or
exhaust trappings. Since these wastes are dry and powdery, they require special
management to minimize dusting and blowing. The principal means of
controlling these wastes will be wetting or quickly covering with other waste.
If conditions warrant, landfill workers managing these wastes will wear protective
clothing and respirators as determined by the site safety officer.
o Sludges -The landfill will accept neither municipal sewer sludge nor sludges
containing free liquids, as determined by the Paint Filter Liquids test.
The landfill will accept all other sludges subject to the requirement of the
Operations Plan's Special Waste Quality Assurance Plan. Sludges that are
determined to be acceptable will be mixed/ bulked with municipal solid waste or
other solid waste at the working face. Sludges will be stabilized, digested, or heat
treated prior to disposal.
The amount of sludge managed on a daily basis will be dictated by operating
conditions. A maximum ratio of one (1) ton of sludge to five (5) tons of solid
waste for daily intake of sludges will be employed.
o Free Liquids- The landfill will not accept solid wastes that contain free liquids as
determined by the Paint Filter Liquids Test. However, liquid waste may be
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December 2018

treated by solidification, or thickening, to make the waste suitable for landfill
disposal.
Solidification of liquid waste will be conducted in leak -resistant containers or
steel tanks partially buried within an active landfill cell. Incoming liquid waste
will be deposited directly into the containers with a solidification agent.
Solidification may be accomplished using soil, mulch, wood chips, etc.
The liquid waste will be mixed with the solidifying agent in the tanks using a
backhoe or other appropriate equipment until free liquid is no longer observed.
The solidified waste will then be removed from the tanks and disposed at the
working face. The number and location of mixing tanks will be dictated by the
landfill operations. The requirements of this section do not apply to leachate
recirculation or landfill gas condensate management.
o Putrescible Waste- Animal carcasses, in small volumes, may be managed at the
landfill. If a large volume is delivered to the landfill, they will be accepted in a
designated area away from the working face and promptly covered.
o Asbestos Containing Material- The landfill will contain areas designated for the
management of asbestos waste. The management of asbestos waste will follow
the procedures described in Appendix D and Appendix E of the Operations Plan.
o Tires- The landfill will not accept whole tires for disposal. Tires pulled from
waste loads delivered to the landfill will be temporarily stockpiled in piles not
exceeding five (5) feet high, or in trailers. Proper management of collected tires
will be arranged as needed.
2.2.4.2 Weighing and Control of Waste Volumes
All landfill users entering the disposal area must stop on the scales at the entrance gate for
security check -in. The load weight, customer, and charges will be recorded for all trucks
delivering waste to the disposal area. The landfill will promptly repair any malfunctioning
scales. Vehicles will be directed to the appropriate disposal area by signs. However, verbal or
other instructions may be given if necessary. All open topped waste loads will be inspected for
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December 2018

hazardous or otherwise unacceptable wastes by the gatekeeper from the observation platform
above the gate house. All other waste loads will be inspected at the active face by the equipment
operators
2.2.4.3 Inspection
The landfill will follow the procedures for incoming inspection, random load inspection, and
unauthorized waste response as described in Appendix C, Unauthorized Waste Control Program
of the Operations Plan.
A plan will be implemented by the Site Manager to prevent the onsite disposal of unauthorized
hazardous wastes. The plan will contain an inspection program to be staffed by personnel who
have been trained to recognize unauthorized hazardous wastes. At a minimum, the following
shall be included in the inspection program:
• Periodic vehicle inspection of loads at the gate and at the landfill face that document all
suspicious materials, the hauler, and if possible, the generator;
• Random monitoring of organic vapors from open top loads using suitable instruments;
• Thorough inspection of suspicious loads;
• Training of personnel to recognize regulated hazardous wastes; and
• Establishment of specific procedures for notification of proper authorities if a regulated
hazardous waste is discovered.
2.2.4.4 Equipment and Staffing
The landfill will provide the appropriate level of equipment and staff to address the needs of a
landfill that accepts a maximum of 6,000 tons per day. If waste acceptance changes, the
equipment and staff levels will change accordingly. All employees associated with the waste
management operations will be properly trained for their respective duties.
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December 2018

2.3 LANDFILL CAPACITY-15A NCACRULE. 619(E) (2)
2.3.1 Data and Assumptions
Landfill capacity calculations were performed from proposed bottom liner grading and closure
plans for each phase of the landfill excluding the final cover systems, using the anticipated
annual disposal rate data presented previously in Section 2.2.2. Future disposal rates may vary
due to the population, industrial, and commercial growth within the region, recycling efforts, or
availability of alternative waste disposal facilities. Based on landfill operating data, the in -place
density of solid waste is assumed to be 1,700 pounds per cubic yard, including daily cover.
Soil for construction, operation, and closure of the landfill will be obtained from excavation for
landfill construction, as well as, onsite borrow and stockpile areas. Landfill operating capacity
and soil quantity estimates are discussed in Sections 2.3.2 and 2.3.3.
2.3.2 Operating Capacity
Phase 4 has previously been permitted as part of the Phase 3 & 4 Permit Application (2018).
Table 2-1 shows the existing Permitted Phases and Gross Capacity (Refer to Drawing F101).
Table 2-2 shows the Phase 5 Expansion Area gross acreage and capacity. The phase 5 Expansion
area includes overlay over existing Phases (Refer to Drawing F 102).
Table 2-1— Permitted Landfill Area and Air Space Volume
Phase
Area
(acres)
Gross Capacity
(cubic yards)
Status
Phase 1
40.38
3,060,690
Active
Phase 2
33.70
4,672,949
Active
Phase 3
24.4
6,087,435
Active
Phase 4, Cell 1
8.9
1,200,000
Approved to Operate
Phase 4, Cell 2
11.46
2,314,080
Future
Phase 4, Cell 3
14.26
4,305,478
Future
TOTAL
133.10
21,640,632
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December 2018

Table 2-2 — Phase 5 Expansion Landfill Area and Air Space Volume
Phase
Area
Gross Capacity
Status
(acres)
(cubic yards)
1
40.38
3,060,690(4)
Active
2
33.70
4,672,949(3)
Active
3
24.40
6,087,435 (i)
Active
4
34.62
7,819,558(i)
Active
5
63.50
19,857,735(9)
Future Expansion
TOTAL
198.60
41,498,367(8)
Phase 4 is a modification and expansion to the existing Permitted Phase 4 area and now
developed into five (5) cells: Cell 1, 2, 3, 4, and 5 with a total area of 49.32 acres. Phase 5 is a
modification and expansion to the existing Permitted Phase 4 area and. Phase 5 will developed
into five (5) cell: Cell 1, 2, 3, 4, and 5 areas with a total area of 50.80 acres. The general intent is
to construct a cell incrementally within a landfill phase as needed. Limits, construction
progression, and closure of each landfill phase are shown on the Facility Drawings in Appendix
B. The Facility is permitted to accept 6,000 tons per day of non -hazardous solid waste. A
proposed in -place density for Phases 4 & 5 is 1,700 lbs/cy. Table 2-3 contains the approximate
landfill phasing areas, disposal capacity volumes, and life expectancy of each phase. Based on
the operational rates described Section 2.2.2, Phase 4 is expected to be in operation for at least
5.76 years. Phase 5 is expected to be in operation for at least 4.85 years. Refer to Drawing F 103
for Landfill Expansion Development Plan.
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Table 2-3 - Landfill Expansion Area and Air Space Volume
Phase
Area
(acres)
Gross
Capacity
(cubic yards)
Status
Phase 1
40.38
3,060,690
Active
Phase 2
33.70
4,672,949
Active
Phase 3
24.40
6,087,435
Active
Phase 4, Cell 1
16.10
4,902,263
Approved to Operate
Phase 4, Cell 2
4.98
1,516,350
Future
Phase 4, Cell 3
7.05
2,146,640
Future
Phase 4, Cell 4
11.15
3,395,041
Future
Phase 4, Cell 5
10.04
3,057,059
Future
Phase 5, Cell 1
9.97
2,484,633
Future
Phase 5, Cell 2
13.87
3,456,556
Future
Phase 5, Cell 3
10.13
2,524,507
Future
Phase 5, Cell 4
10.58
2,661,597
Future
Phase 5, Cell 5
6.15
1,532,647
Future
TOTAL
198.60
41,498,367
Table 2-4 - Landfill Expansion Area and Air Space Volume
Phase
Area
Gross Capacity
Waste
Waste
Life
(acres)
(cubic yards)
Capacity
Capacity(2)
Expectancy
(cubic yards)
(tons)
(years) 01)
1
40.38
3,060,690(4)
2,930,332
1,640,985(2)
3.00(4)
2
33.70
4,672,949(3)
4,564,210
2,555,957(2)
4.66(5)
3
24.40
6,087,435(')
6,008,704
3,364,874(2)
3.07(6)
4
49.32
15,017,3700)
14,858,231
12,629,49600)
5.76(9)
5
50.80
12,659,9230)
12,496,008
10,621,60600)
4.85(9)
TOTAL
198.60
41,498,367(')
40,857,551
30,812,918
21.96(7)
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(1) Calculated using Autodesk Civil 3D 2016.
(2) Based on a waste and cover density of 1,120 pounds per cubic yard.
(3) Reference Construction Permit Application for Chambers Development Solid Waste
Management Facility dated April 12, 2008 prepared by Brown and Caldwell.
(4) Reference Permit to Construct Application for Anson County Solid Waste Management Facility
dated November 12, 1996 prepared by GZA GeoEnvironmental, Inc.
(5) Based on Phase 2 waste placement rate of 1,500 tons per day.
(6) Based on waste placement rate of 3,000 tons per day.
(7) From the beginning of waste placement at the landfill.
(8) Gross Capacity is from the bottom of waste to the top of the final cover.
(9) Based on waste placement rate of 6,000 tons per day.
(10) Based on a waste and cover density of 1,700 pounds per cubic yard.
(11) Calculated as of 02/2023
2.3.3 Soil Resources
Cut and fill soil volumes were calculated for construction, operations, and closure for Phases 4 &
5. The cut and fill soil volumes include construction of base grades, compacted soil liner,
protective cover, daily and intermediate cover, perimeter roads, and closure final cover.
Table 2-3 summarizes the cut and fill volumes anticipated for the construction, closure and
operations of the landfill by component. A waste to daily cover ratio of 8:1 was used to estimate
the soil requirement.
Table 2-3 - Estimated Soil Cut and Fill Volumes
Soil Use
Cut (CY)
Fill (CY)
Net (CY)
Base Grading (Includes Perimeter road and
2,051,596
662,598
1,388,998
Basins)
Base Liner System Compacted Soil Liner
0
323,142
323,142
Volume
Base Liner System Protective Soil Cover
0
323,142
323,142
Volume
Alternate Cap System Volume (without
0
647,372
647,372
clay liner, without intermediate cover)
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Daily Intermediate Cover Volume
0
5,510,982
5,510,982
Total Soil Required
2,051,596
7,467,237
5,415,641
These estimates show a deficit of approximately 5,415,641 cubic yards of soil fill material to
complete the construction, operations, and closure of the landfill. An existing onsite soil borrow
area and other areas that could be used as borrow areas are available for production of the
required soils. Chambers Development of North Carolina, Inc. has recently purchasing an
adjoining parcel of approximately 300 acres that could be utilized for soil resources in the future.
Alternatively, alternate daily cover approved by DEQ may be used to reduce the amount of daily
intermediate cover required.
Additional geotechnical testing and analysis throughout construction and operations will confirm
the quantities and types of materials required as construction commences and operations
continue.
2.4 CONTAINMENT AND ENVIRONMENTAL CONTROLS - 15A NCAC RULE
.1619(E) (3)
2.4.1 Leachate Migration
Leachate migration will be controlled by a base liner system, leachate collection system (LCS),
and final cover system. Daily and intermediate cover may be removed to the extent possible
prior to placing additional refuse vertically during operation of the landfill to promote
percolation downward to the LCS.
Downward migration of leachate into natural ground will be prevented by the base liner system
and LCS. The base liner system complies with the requirements of 15A NCAC Rule .1624(b) (1)
(A), comprising of a composite liner system and an LCS. The base liner system consists of, from
the bottom upward:
Standard Base Liner System
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• Compacted soil liner (1 x 10' cm/ sec maximum in -place permeability, 24-inches thick);
• 60-mil high density polyethylene (HDPE) geomembrane;
• Drainage geocomposite (double sided heat bonded 8 ounce per square yard, 5 x 10-4
m2/sec minimum transmissivity); and
• Protective cover (1.9 x 10-4 cm/sec minimum permeability, 24-inches thick) and LCS.
Or
Alternate Base Liner System
• Compacted soil liner (1 x 10-5 cm/sec maximum in -place permeability, 18-inches thick);
• Geosynthetic clay liner (GCL) (5 x 10-9 cm/sec maximum in -place permeability);
• 60-mil high density polyethylene (HDPE) geomembrane;
• Drainage geocomposite (double sided heat bonded 8 ounce per square yard, 5 x 10-4
m2/sec minimum transmissivity); and
• Protective cover (1.9 x 10-4 cm/sec minimum permeability, 24-inches thick) and LCS.
The LCS consists of a 24-inch in -place thick protective soil cover placed over the HDPE
geomembrane to protect the geomembrane and drainage geocomposite and to promote drainage
of leachate from the landfill floor. The drainage geocomposite is placed between the protective
cover and HDPE geomembrane to channel leachate to a collection pipe or sump. The protective
cover will contain a perforated collection pipe, collection sump, and pumping equipment to
remove leachate from the landfill floor. A maximum hydraulic head of 1-foot will be maintained
on the HDPE geomembrane during normal operational conditions.
2.4.2 Landfill Gas Management
Landfill gas (LFG) is generated as a natural byproduct associated with the decomposition of
landfilled wastes comprised of roughly equal parts of methane and carbon dioxide. LFG can
create fire and explosion hazards at certain concentrations in enclosed spaces. The lower
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explosive limit (LEL) is the lowest concentration of a gas that will result in an explosion if an
ignition source is present. The LEL of methane is 5% by volume in air. The upper explosive
limit (UEL) is the highest concentration of methane gas that will result in an explosion if an
ignition source is present. The UEL of methane is 15% by volume in air. LFG contains small
quantities of non -methane organic hydrocarbons (NMOCs), some of which are known
carcinogens, and olfactory compounds such as hydrogen sulfide, which can cause odor problems.
A LFG management system minimizes gas pressure exerted on the closure cap system,
eliminates uncontrolled emissions, reduces the potential for odor conditions to develop, and
reduces the potential for subsurface migration of landfill gas. The landfill's LFG management is
based on a Landfill Gas Master Plan prepared by SCS Engineers dated November 20, 2007 and
revised by Civil & Environmental Consultants, Inc. for this Permit Application. The Landfill Gas
Master Plan has been updated for the entire landfill facility, Phases 1 through 5. This report is
included as part of the Permit Application for Phases 4 & 5 Expansion and can be found in
Appendix F. LFG management will use an active gas extraction and collection system with
auxiliary gas management features. The LFG will be collected using vertical extraction wells
installed in the waste which will be connected to collection piping under a constant vacuum
generated by a dedicated blower system. Collected LFG will be combusted in the onsite landfill
gas flare(s), which will consume the hydrocarbons present in the LFG, reducing hydrocarbon
emissions and global warming potential. Vertical extraction well installation will begin once the
closure cap is constructed. However, wells may be installed prior to final grades, if the operator
determines they will provide effective gas collection capability.
Gas migration monitoring is required at the perimeter of the landfill property line and must be
performed as described in the Landfill Gas Monitoring Plan found in Appendix F and in
accordance with the requirements of 15A NCAC 13B .1626.
Since the landfill will be lined and active landfill gas collection and treatment is to be
implemented as each phase is completed, potential for landfill gas migration through the ground
is limited. However, monitoring is to be implemented to verify that explosive gas levels in
on -site structures (excluding gas control and leachate collection facilities) are less than 25% of
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the lower explosive limit (LEL) and that explosive gas levels at the facility property boundary
are less than the LEL.
Automatic sensors and alarms shall be installed in each onsite structure to provide continuous
monitoring of the buildings' atmospheres. Monitoring probes shall be installed between the
landfill and the property limits. These probes shall be monitored quarterly with a portable
combustible gas meter.
Should explosive gas levels exceeding the specified limits (25% LEL in buildings, LEL at
property boundary) the Site Manager shall:
• Take all necessary steps to ensure protection of human health and safety; and
• Notify NCDEQ.
Within seven (7) days of detection, the Site Manager will place written records of detected gas
levels and a description of the steps taken to protect human health. Within 60 days of detection, a
remediation plan for LFG control must be implemented and written notice of the plan must be
placed in the facility operating record and forwarded to the NCDEQ.
2.4.3 Dust, Odor, Vector, and Litter Control
Potential nuisances to the areas surrounding the landfill include odor, dust, fires, sedimentation,
blowing litter, and vectors. The potential for odors, fires, and blowing litter will be decreased
by placing daily cover atop the waste. Any small fires will be extinguished by smothering the
fire with soil. Firefighting equipment from local firefighting units will be available to extinguish
any large fires.
Blowing litter will also be controlled as necessary with fences and frequent policing. Dust will
be minimized by covering road surfaces with aggregate and regular spraying with water.
Sedimentation will be controlled with appropriate erosion and sedimentation control devices.
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Potential vectors that include rodents, birds, and other scavengers will be controlled by providing
cover material that will limit access of such vectors to waste.
2.4.3.1 Dust Control
Due to the nature of landfill operations, dust has the potential to be generated during dry periods
of the year. The following control measures may be employed at the landfill:
• Soil wetting- Periodic watering using a water tank truck will be utilized to control dust
originating from paved and unpaved access roads. The main access road to the scale will
be paved, while the perimeter roads will be gravel -surfaced. Soil wetting may have to be
performed several times during an operating day;
• Application of soil wetting agents- Soil wetting agents, such as calcium chloride, may be
used to supplement other dust control methods; and
• Vegetative cover- Landfill areas or stockpiles not intended for near -term use will be
seeded, in accordance with seasonal limitations, to encourage the growth of vegetation
and reduce erosion. The landfill will employ a street sweeper on an as -needed basis to
sweep and clean the entrance road.
2.4.3.2 Odor Control
Odors shall be controlled in accordance with state regulations and the provisions of the Anson
County Agreement relating to the reporting, monitoring, and necessary corrective actions to be
taken. If any particularly odorous wastes are received, the wastes will be covered with sufficient
material to minimize the odor.
The landfill will employ appropriate waste compaction and covering techniques to minimize the
potential for odors related to the working face. Odor minimization measures include the timely
placement of daily cover, placing cover quickly over odorous loads, spreading lime or other odor
neutralizing agents on areas of the landfill exhibiting odors, and potentially odor neutralizing
mists.
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Once sufficient waste has been landfilled, an LFG management system will be installed in
accordance with state and federal requirements. A LFG management and control plan is provided
with the Permit Application for Phases 4 & 5 Expansion of the MSW Landfill and can be found
in Appendix F.
2.4.3.3 Vector Control
Vector control at the landfill may be accomplished by employing the following control methods:
• Periodic application of cover material- If vectors are determined to be a problem,
progressive cover techniques (cover placed more often than just at the end of the working
day) may be used to reduce the size of the active working face; and
• Immediate application of cover material- Refuse loads which contain a high percentage
of putrescible waste may have to be covered immediately to discourage the proliferation
of vectors.
The best method for minimizing vectors is the timely application of cover materials of adequate
thickness, which prevents vector contact with waste.
Although refuse is the greatest attraction to vectors, piles of tires and other salvaged materials
will also attract vectors. These materials will be maintained in an orderly fashion and removed
periodically, to prevent propagation of vectors.
A summary of the bird controls that may be employed include but are not limited to:
• Working Face - The working face will be managed so as to minimize bird attraction.
• Timely Cover Placement - Although daily cover will be applied at the end of each
operating day, there may be occasions when more frequent placement of daily cover is
necessary to limit the number of scavenging birds at the landfill. This method will be
considered for incoming refuse loads that contain large quantities of putrescible wastes
(e.g., food waste).
• Habitat Control - Alter the landfill environment to make it less attractive, including but
not limited to the installation of monofilament line.
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• Sonic Devices - Propane cannons and hand held screamers will be used to frighten
scavenging birds. The timing of sonic devices will be variable.
• Lethal -The landfill may obtain a depredation permit as a method to deter scavenging.
2.4.3.4 Litter Control
The level of effort needed to manage litter is affected by weather conditions and wind directions.
The landfill currently manages litter by:
o Portable Litter Fence -The most suitable location for litter control fence will be
determined on a daily basis, based on the wind's direction. The fence will be
placed as close to the active face as practical without disturbing landfilling
operations. Litter will likely occur even with proper litter controls. The following
cleanup procedures will be followed on a routine basis:
• Litter Clean -Up from Fences- Litter will be removed from and along
litter fences daily.
• Clean -Up along Onsite Roads -Litter occurring along onsite roads will
not be allowed to accumulate. This litter will be cleaned up as needed.
o Clean -Up at Entrance Area and Entrance Roads- The site entrance and road
leading to the entrance will be inspected each day. These locations will be cleaned
of litter as necessary.
o Active Face on Interior Slopes- On windy days, the active face may be
maintained on interior slopes, sheltered from the wind.
• Much of the potential litter problem may be prevented by following
proper techniques at the working face. This will reduce the amount of
refuse exposed to the wind.
• When top dumping, refuse should be placed as usual and spread
downward.
• Compacted waste should be covered as soon as practical to minimize
blowing litter.
o Litter Patrols -Litter pick-up crews will be deployed as needed to pick-up
windblown litter that may accumulate along nearby public roads within 1 mile of
the main entrance and nearby property.
2.4.4 Stormwater Management and Sedimentation and Erosion Control
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Stormwater management and sedimentation and erosion control measures have been designed
for the landfill construction, operations, and final cover conditions at the landfill. The
stormwater management and sedimentation and erosion control measures were designed to
manage the run-off generated by a 24-hour, 25-year storm event and conform to the requirements
of the North Carolina Erosion and Sedimentation Control Planning and Design Manual. In
general, the proposed stormwater management and sedimentation and erosion control during
landfill construction conditions includes silt fence, stormwater diversion channels, sediment
traps, and sediment basins. During final cover conditions they include silt fence, stormwater
collection terraces, downchute inlets and piping, perimeter (i.e., road -side) stormwater diversion
channels, and sediment traps and basins.
2.5 LEACHATE MANAGEMENT -15A NCAC RULE. 1619(E)(4)
2.5.1 Leachate Collection System
Leachate is described as the water that infiltrates through the landfill and potentially leaches
contaminants from the refuse. Leachate is produced as precipitation falls on the surface of the
landfill and infiltrates through the refuse. The leachate collection system (LCS) intercepts
leachate as it infiltrates the landfill and diverts it to the on -site leachate storage facility. The LCS
was designed to meet the requirements of 15A NCAC Rule .1624(b)(1)(B). The objectives of the
leachate collection system design are to prevent failure of the liner and to handle flows generated
that no more than 12 inches of hydraulic head of leachate may accumulate over the composite
liner system under normal operating conditions. Under operating conditions when the hydraulic
head on the composite liner system is above 12 inches for flows generated by the 25-year 24-
hour storm event, the collection pipes and removal system will remove leachate to less than 12
inches of hydraulic head within 72 hours. The LCS is also used as protection between the waste
and the composite liner system. The sizing and components of the leachate collection system is
based on data generated by the U.S. Environmental Protection Agency's Hydrologic Evaluation
of landfill Performance program (HELP model) version 3.07. The LCS is placed over the
landfill's composite liner system geomembrane utilizing three components:
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1. Drainage geocomposite;
2. 24 inches of protective soil cover with a minimum permeability of 0.00019 cm/sec; and
3. Collection and removal system.
2.5.1.1 Drainage Geocomposite
A drainage geocomposite will be installed directly above the 60-mil HDPE geomembrane in the
composite liner system. The drainage geocomposite consists of a minimum 200 mil HDPE
geonet core with 8 ounce per square yard non -woven polypropylene geotextile heat bonded to
the both sides of the geonet core. The geocomposite will be manufactured from unreinforced
HDPE that is designed and manufactured for the purpose of drainage. It will have a
transmissivity at least 5 x 10-4 m2/sec. The geotextile will prevent migration of soil particles into
the drainage net, which could lead to mechanical clogging of the geonet core. To facilitate
drainage, the slope of the drainage geocomposite will be at least 2%.
2.5.1.2 Protective Cover
The protective cover will be installed directly over the drainage geocomposite and consist of 24-
inches of soil materials. The drainage and protective cover allows leachate to flow along the
slope of the landfill floor to a collection pipe or collection sump while simultaneously protecting
the landfill composite liner system. The soil material used for the protective cover will have a
minimum hydraulic permeability of 0. 000 19 cm/sec with a maximum particle size of 1/4 inch and
less than 10% fines.
2.5.1.3 Collection Pipes
An 8-inch diameter or 10-inch diameter HDPE perforated pipe is laid along the landfill floor
above the composite liner system drainage geocomposite for each cell. The pipe collects the
leachate conducted by the drainage geocomposite and protective cover and use gravity to move
the leachate to sumps where it is pumped out of the cell. Each collection pipe will contain a
cleanout located at the surface of the landfill perimeter embankment. Collection pipes are
encased by coarse aggregate that is wrapped in geotextile non -woven filter fabric. The stone and
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filter fabric provide a mechanism for preventing migration of soil particles from the drainage and
protective cover into the collection pipe, which could lead to mechanical clogging. To facilitate
drainage, a minimum 2% post -settlement slope will be utilized for the collection pipe. The
diameter, slope, and spacing of the collection pipe are determined by using the HELP model and
hydraulic analysis to maintain less than 12-inches of hydraulic head on the composite liner
system under normal operating conditions. Under operating conditions when the hydraulic head
on the composite liner system is above 12-inches for flows generated by a 25-year 24-hour storm
event, the collection pipe will remove leachate to less than 12-inches of hydraulic head within 72
hours.
2.5.1.4 Collection Sumps, Pumps, and Storage
Each cell contains a 30-foot by 20-foot by two (2) feet deep leachate collection sump located at
the lowest elevation point within the cell. The leachate from the landfill cell floor flows to the
sump by way of a collection pipe, drainage geocomposite, and protective cover. The collection
sump contains two (2) 18-inch diameter perforated pipes connected to solid HDPE sideslope
pipes daylighting at the surface of the landfill perimeter embankment. The leachate is removed
from the sump by a submersible pump located in one of the 18-inch diameter HDPE side -slope
riser pipes, with the remaining riser pipe serving as a backup. A nominal 100 gpm submersible
pump will be maintained onsite as a back-up in the case of failure of an active cell pump or for
use in removing unusual storm surges from a newly opened cell. At least one spare 15 gpm
submersible pump will be maintained on site for use in event of the failure of a pump in an
inactive cell.
The leachate submersible pumps convey the leachate to one (1) existing 350,000 gallon HDPE
lined storage basin via a HDPE dual -containment force main. The leachate is then transferred
from the storage basin by way of a force main for treatment at Anson County's Wastewater
Treatment Plant (WWTP). Two (2) additional lined storage basins will be constructed
throughout the life of Phases 1-5.
The leachate sumps, submersible pumps, and force main were sized based on the anticipated
leachate peak daily flow generated in an open cell. The leachate storage facility was sized based
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on the greatest anticipated leachate average daily volume with 14-day storage, generated for the
expected normal operating conditions at the landfill through its life expectancy of 25.14 years
(e.g. waste depth by cell, cell area, phasing sequence). Based on the phasing of the landfill and
leachate generation, it was determined that one (1) 350,000 gallon storage basin will provide at
least 14 days of storage capacity for the anticipated average daily leachate flow rates for Phases
1-3 and Phase 4, Cells 1 and 2. Prior to placing waste in Phase 4, Cell 3, an additional 350,000
gallon storage basin will be constructed. Prior to placing waste in Phase 5, Cell 3, a third
350,000 gallon storage basin will be constructed. A summary of the HELP Model data and
leachate storage requirements are provided in Table 3-1 and a detailed analysis of the storage
requirements during the development of each cell of the landfill is presented in Appendix C.
2.5.1.5 Contingency Plan
The size of the existing leachate storage basin and future basins were evaluated for the
anticipated average daily leachate generation rates based on the expected conditions at the
landfill using the HELP Model. A 14-day leachate volume was considered in evaluating the
size the storage facility for the average daily leachate generation. The volume of leachate
generated for the for each cell construction phase is presented in Appendix C. The existing
leachate storage basin has a holding capacity of 350,000 gallons and the availability of pumping
leachate from the storage basin to Anson County's WWTP for treatment. In the event of storm
surge conditions, the holding capacity of existing storage tanks will be maximized while
continuously pumping to Anson County's WWTP.
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3.0 ENGINEERING REPORT
3.1 FACILITY INFORMATION
The Anson County Landfill (landfill) is located in Anson County, North Carolina, off of US
Highway 74. The immediate surrounding area is rural and primarily wooded. However, south of
the landfill there is limited residential development. The landfill is classified as a MSW Landfill
and operates under Permit Number 0403. The landfill is currently permitted and comprised of 4
phases; Phase 1 includes approximately 40.38 acres, Phase 2 includes approximately 33.70 acres,
Phase 3 include approximately 24.40, Phase 4 includes approximately 34.62 acres. This Permit
Application is for the Phase 4 & 5 Expansion Areas. Phase 4 Expansion includes approximately
49.32 acres and Phase 5 includes approximately 50.80 acres.
This Permit application addresses the updated Phase 4 area, construction of Phase 5, and six (6)
sediment basins. Phase 4 has an updated area of 49.32 acres, Phase 5 will include a total of 50.80
acres, bringing the total landfill area to 198.60 acres. Internal roads will be maintained such that
disposal vehicles have access to operations areas in all weather conditions. Additionally, access
roads will be provided to reach monitoring wells and other locations requiring periodic servicing.
3.2 EROSION AND SEDIMENTATION CONTROL
An Erosion and Sedimentation Control Plan was developed to meet the requirements set forth by
the North Carolina Department of Environmental Quality (NCDEQ). All erosion and
sedimentation control measures were designed based on a 10-year, 24-hour storm event in Anson
County, North Carolina. Temporary measures to be used on the site include sediment basins,
sediment traps and silt (sediment) fencing. Calculations and corresponding references are
located in Appendix C, and relevant drawings (Sheets C300 and C301) are located in Appendix
B.
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33 STORMWATER CONVEYANCE AND MITIGATION
The stormwater conveyance and mitigation plan was designed to meet NPDES Phase II
requirements. The permanent ditches designed for erosion control will convey stormwater. The
ditches will be vegetated with at least 90% landscaped cover at all times. Plunge pools have
been designed to prevent failure resulting from high exit velocities from all final cover slope
drains. Slope drains, plunge pools and ditches will be inspected every six (6) months and after
every major storm event (1 /2" or greater).
3A WASTE QUANTITIES
An October 5, 2016 Franchise Agreement limited waste acceptance of 6,000 tons per day. The
facility will accept only those items listed in 15A NCAC RULE .1619(E) (1) that have not come
in contact with hazardous constituents, petroleum products, or lead based paints or waste
determined as acceptable by the Department based on the submittal of a waste characterization
report and will screen the incoming waste in accordance with 15A NCAC RULE .1619(E) (1).
3.5 SITE ANALYSIS
3.5.1 Transportation System
The major waste transportation routes to the landfill include US Highway 74.
3.5.2 Topography and Surface Drainage
The Landfill (Facility) is situated in the south-central portion of Anson County, North Carolina,
west of US Highway 74. The Facility is bordered by Highway US 74 to the East. The
immediate surrounding area is rural and primarily wooded. The topographic features of the site
are shown on the USGS topographic quadrangle map that is presented in Figure 3-1. This map
depicts the approximate location and limits of the site on portions of the combined Polkton,
North Carolina USGS Topographic Quadrangle Maps (7.5-minute series).
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As shown in Figure 3-1, the site consists of a series of rolling hills that reach heights of almost
350 feet above sea level50 feet above the low point of about 260 feet above sea level for the
site.
For the most part, surface drainage for the Anson County Landfill Phases 4 & 5 Expansion
landfill will be toward an unnamed tributary of Pinch Gut Creek and Brown Creek located on the
eastern and western boundaries of the site.
For a complete discussion of site topography and surface drainage, the reader is referred to the
Design Hydrogeologic Investigation Report, prepared by Civil & Environmental Consultants,
Inc. (dated March 2018). A copy of this report (excluding appendices) is presented in Appendix
E.
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December 2018

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1- U.5.G.5. 7.5' TOPOGRAPHIC MAP, POLKTON QUADRANGLE, NC DATED2013 SCALE IN FEET
2, J-S.G.S. 7-5' TOPOGRAPHIC MAP, RUSSELLVILLE QUADRANGLE, NC DATED:
2012- O 1000 2000
WASTE CONNECTIONS LLC
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PERMIT APPLICATION
Civil & Environmental Consultants, Inc.
ANSON LANDFILL PHASE 5
AN50N, NORTH GARDLINA
1900GenterPark Dnve - SukeA - Charlatte, NG 28217
Ph; 980.237.DS73 Fax; 98C.237,0372
USGS MAP
www.ce=C1C0m
DRAWN BY: CTH
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1 APPROVED BY: SLB
FIGURE NO.:
DATE: OCTOBER 20181
DWG SCALE: 1 "= 1000'1
PROJECT NO: 165-276
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3.6 CONSTRUCTION OF THE ANSON COUNTY LANDFILL PHASE 5
Preparation and development of Phases 4 & 5 Expansion of the landfill will include subgrade
preparation, HDPE liner placement, and soil liner placement. Phases 4 & 5 have been designed
in accordance with North Carolina Solid Waste Management Rules 15A NCAC 13B .0201 (c)
and (d) and Rule 15A NCAC 13B .1603. Airspace calculations are presented in Appendix C.
3.6.1 Foundation
The landfill foundation will be comprised of naturally occurring soils. Based on the geologic
exploration of the subsurface as discussed in the Design Hydrogeologic Investigation Report, no
areas of gross instabilities are expected.
NCDEQ requires a minimum floor slope of 2% post -settlement to promote drainage. The
calculations and settlement analysis in Appendix C demonstrate the floor slope will not decrease
below the minimum required slope due to differential settlement. After excavation to the design
subgrade, the area will be proof rolled by a pneumatic -tired vehicle weighing 20 tons or greater
to confirm subgrade stability. Any areas noted to exhibit signs of instability will be excavated
and backfilled with structural fill.
3.6.2 Subgrade Separation
The determination of the seasonal high groundwater and depth to bedrock is addressed in the
Design Hydrogeologic Investigation Report (see Appendix E).
The landfill is designed to maintain a minimum four feet of separation between the post -
settlement bottom liner system and the seasonal high groundwater table. The constructed liner
system complies with the separation requirements for bedrock and the high groundwater level, as
shown in Drawing G200 in Appendix B. Settlement and post -settlement calculations can be
found in Appendix C.
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3.6.3 Base Liner System
The standard liner system will consist, from top to bottom, of a 24-inch thick drainage and
protective cover layer (k > 1.9x 10-4 cm/sec), a geocomposite drainage layer, a 60-mil HDPE
geomembrane, and a 24-inch thick compacted low permeability soil liner (k< 1x10-' cm/sec).
The low permeability clay may be from either onsite or off -site resources. A detail of the
standard, composite bottom liner system is presented in Figure 3-2.
60 MIL HDPE LINER
24'' COMPACTED SOIL LINER
(MINIMUM PERMEABILITY OF 1X10-7 cm/sec)
Figure 3-2 — Standard Bottom Liner System Details
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3.6.4 Slope Stability Analyses
In accordance with the Environmental Protection Agency (EPA) Guidance Document
EPA/600/R-95/051 and NCDEQ, CEC conducted slope stability analyses on the proposed final
grades of Phases 4 & 5 of the landfill, as shown in Appendix C.
3.6.4.1 Global Slope Stability
Based on the results of this slope stability analysis, the proposed Phases 4 & 5 Expansion Areas
will have a long-term FS greater than 1.5 for static conditions, and a yield acceleration to PGA
Ratio greater than 1.0 for seismic conditions. Therefore, the proposed Phases 4 & 5 Expansion
Areas liner system and waste mass will be stable under static and design earthquake seismic
conditions.
Additionally, a stability analysis was performed to determine the minimum geosynthetic
interface friction required to achieve a minimum static FS of 1.5. The minimum interface
friction angle calculated was determined to be 13 degrees. Conformance testing of the liner
system interfaces should be performed to verify materials provided for each cell construction
will meet or exceed this requirement.
3.6.4.2 Final Cover Stability
The analysis indicates that the soil materials used to construct the final cover system over the
3.5H:1 V slopes must possess a minimum internal friction angle of 23.1 ° to achieve the required
FS of 1.5. Additionally, the minimum shear strengths for low normal loads were identified
above and were based on a minimum geosynthetic interface friction angle of 25.2° and cohesion
of 0 psf above the geomembrane, and 25.2° with no cohesion below the geomembrane.
Interface shear strength testing should be performed for the specific products used in each
construction increment of the final cover system at the Anson County Landfill to confirm the
minimum low -normal load shear strength requirements are met. Peak shear strengths are
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provided in both interface friction angle and shear stress at the specified normal load. Shear
stress is calculated using the equation T = c + 6 tan(y), where c equals cohesion/adhesion.
Exceeding either the required friction angle with cohesion/adhesion equal to zero or the peak
shear stress at the required normal load is an acceptable test result.
3.6.5 Final Cover System
The permitted final cover system will remain an option for the final cover of the landfill. In
areas where the floor system and Alternate Liner final cover system interface, a final cover
anchor trench will be installed to facilitate the final cover system termination, as shown in the
Permit Drawings. The final cover system will consist, from top to bottom, of a 24-inch thick
erosion layer of earthen material capable of sustaining native plant growth, a geocomposite
drainage layer, a 40-mil linear low -density polyethylene (LLDPE) liner, and a 24-inch thick
infiltration layer of earthen material that has a permeability less than the bottom liner system or
no greater than 1 x 10-5 cm/sec, whichever is less. The top of each cell will maintain at least a
5% slope post -settlement, while the sideslopes will not exceed three and a half (3.5) horizontal
feet to one (1) vertical foot. A profile of this liner system is shown in Figure 3-3.
6" TOP SOIL DOUBLE —SIDED HEAT —BONDED
GEOCOMPOSITE (TRANSMISSIVITY ? 5x10¢mom]
18" PROTECTIVE COVER WITH 8 OZ/SY NON —WOVEN GEOTEXTILE
ON BOTH SIDES.
-------
- ------- 40 MIL. TEXTURED
LLDPE GEOMEMBRANE
REINFORCED GOESYNTHETIC CLAY LINER (GCL)
(K c 5x10-13 CM/SEC) UNDER GEOMEMBRANE
Figure 3-3 — Alternate Liner Landfill Cover Cap Details
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3.6.6 Quality Assurance/Quality Control Plan
A comprehensive Quality Assurance/Quality Control (QA/QC) Plan with specifications has been
prepared for the liner system, and a copy is located in Appendix D. This plan ensures the liner
will be constructed in accordance with the specifications and design criteria established for each
material, product, and subsystem required for the landfill.
Procedures have been established for specific components, including:
00 Earthwork and soil liner system;
00 Bottom liner geomembrane;
Oc Landfill geotextiles;
Oc HDPE piping, manholes and fittings; and
00 Geocomposites used in construction.
Strict procedures have also been established for the documentation of the construction quality
assurance program specified for an Alternate Liner.
3.6.7 Leachate Generation
The strategy for this evaluation was to estimate the average and peak leachate generation rates
and corresponding maximum level of leachate buildup over the base liner system. The proposed
landfill design was initiated by evaluating four (4) different possible operating conditions that
conservatively estimate the average and peak flow conditions. Under the first condition
evaluated, a newly opened cell with a 10-foot layer of compacted waste is simulated. The
second condition evaluated is a simulation using a 90-foot layer of compacted waste. The third
condition evaluated is a simulation using compacted waste at a thickness of 250 feet with 12
inches of intermediate soil cover and the fourth condition evaluated is at closure.
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Two base liner systems were evaluated at 2% post -settlement bottom slopes and 150-foot
drainage length, comprising of a standard base liner system and alternate base liner system as
defined in 15A NCAC Rule . 1624(b) (1) (A). The design parameters are summarized as follows:
Landfill Cross -Section with Standard Base Liner System (from bottom to top)
• Compacted soil liner (1 x 10-7 cm/sec maximum in -place permeability,
24 inches thick);
• 60-mil high density polyethylene (HDPE) geomembrane;
• Drainage geocomposite (double sided heat bonded 8 ounce per
square yard,
5 x 10-4 m2/sec minimum transmissivity);
• Protective cover/leachate collection layer (1.9 x 10-4 cm/sec minimum
in -place permeability, 24 inches thick);
• Compacted Municipal Solid Waste (MSW);
• Intermediate soil cover (12 inches thick);
• 40-mil low density polyethylene (LLDPE) textured geomembrane;
• Drainage geocomposite (double sided heat bonded 8 ounce per
square yard,
5 x 10-4 m2/sec minimum transmissivity);
• Protective soil cover (18 inches thick); and
• Erosion soil cover (6 inches thick)
Landfill Cross -Section with Alternate Base Liner System (from bottom to
top)
• Compacted soil liner (1 x 10-5 cm/sec maximum in -place permeability,
18 inches thick);
• Geosynthetic clay liner (GCL) (5 x 10-9 cm/sec maximum in -place
permeability);
• 60-mil high density polyethylene (HDPE) geomembrane;
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• Drainage geocomposite (double sided heat bonded 8 ounce per
square yard, 5 x 10-4 m2/sec minimum transmissivity);
• Protective cover/leachate collection layer (1.9 x 10-4 cm/sec minimum
permeability, 24 inches thick);
• Compacted Municipal Solid Waste (MSW);
• Intermediate soil cover (12 inches thick);
• 40-mil low density polyethylene (LLDPE) textured geomembrane;
• Drainage geocomposite (double sided heat bonded 8 ounce per
square yard, 5 x 10-4 m2/sec minimum transmissivity);
• Protective soil cover (18 inches thick); and
• Erosion soil cover (6 inches thick).
Transpiration, temperature and solar radiation data from Charlotte, North Carolina along with
precipitation data from Polkton, North Carolina were used to model the climatic conditions for
expected life of the Landfill. A summary of the results from the HELP model leachate
generation rate for the average daily and peak daily leachate flow is presented in Table 3-1
below.
The HELP model evaluation was used to determine the liner's compliance with 15A NCAC Rule
.1624(b)(1)(B), and to evaluate whether leachate build up on the liner would be less than 12
inches under normal operating conditions for a newly open cell and waste depths of 10 feet, 90
feet, and 250 feet and at closure. The results of this leachate storage analysis are presented in
Appendix C.
The estimated leachate volume and flow after a storm surge generated from a 24-hour, 25-year
storm event was evaluated for the leachate collection system to determine the appropriate pipe
size and spacing. Information from NOAA's National Weather Service Hydrometeorological
Design Studies Center is used to determine the depth of rainfall at the landfill for a 24-hour, 25-
year storm event, which is 6.33 inches. This rainfall depth is used in calculating the total volume
of leachate produced for the storm event by multiplying the rainfall depth by the largest landfill
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cell area. The leachate flow generated from 24-hour, 25-year storm event is calculated using the
Rational Formula (Q=CIA). The rainfall intensity variable in the Rational Formula is provided in
NOAA's Hydrometeorological Design Studies Center IDF Curves, which is 4.27 inches per hour
based on time of concentration of 30 minutes. The results of the storm event flow calculation is
summarized below and the pipe sizing and spacing calculation can be found in Appendix C.
Table 3.1 - Summary of Results for Typical One Acre Cell (Normal Operating Conditions)
Evaluation
Base
Drainage
Slope
Average
Peak Daily
Parameters
Liner
Daily
Leachate
System
Leachate
10 feet of Waste
Standard
150ft
2%
1,000 gpd
8,905 gpd
90 feet of Waste
Standard
150ft
2%
978 gpd
3,902 gpd
250 feet of Waste
with Intermediate
Standard
150ft
2%
62.48 gpd
1,828 gpd
Soil Cover
Closure with 250
Standard
150ft
2%
0 gpd
0 gpd
feet of Waste
Table 3.2 - Summary of Results for Newly Open Cell (Storm Surge Conditions)
Cell
Cell
24-Hour,
24-Hour, 25-
Runoff
Storm
Storm Surge
Number
Bottom
25-Year
Year Storm
Coefficient
Surge
Volume
Area (A)
Storm
Intensity (I)
(C)
Flow
(V=AD)
Depth
(Q=CIA)
(D)
Phase 4
Cell
16.10
6.33
4.27
1.0
70.13
2,770,881
acres
inches
inches/hour
ft3/sec
gallons
Cell 2
4.98 acres
6.33
4.27
1.0
21.69
857,080
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inches
inches/hour
ft3/sec
gallons
Cell 3
7.05 acres
6.33
4.27
1.0
30.70
1,213,336
inches
inches/hour
ft3/sec
gallons
Cell
11.15
6.33
4.27
1.0
48.56
1,918,964
acres
inches
inches/hour
ft3/sec
gallons
Cell
10.04
6.33
4.27
1.0
43.73
1,727,928
acres
inches
inches/hour
ft3/sec
gallons
Phase 5
Cell 1
9.97 acres
6.33
4.27
1.0
43.43
1,715,881
inches
inches/hour
ft3/sec
gallons
Cell
13.87
6.33
4.27
1.0
60.41
2,387,089
acres
inches
inches/hour
ft3/sec
gallons
Cell
10.13
6.33
4.27
1.0
44.12
1,743,418
acres
inches
inches/hour
ft3/sec
gallons
Cell
10.68
6.33
4.27
1.0
46.52
1,838,075
acres
inches
inches/hour
ft3/sec
gallons
Cell
6.15
6.33
4.27
1.0
26.78
1,058,442
acres
inches
inches/hour
ft3/sec
gallons
The analysis of the landfill design indicates that the leachate collection and storage system
design is sufficient to meet the regulatory requirements of the North Carolina Administrative
Code NCAC Title 15A 13B Section .1600 requirements. For all of the conditions evaluated, the
average head and peak average head on the landfill's bottom liner does not exceed 12 inches.
Additional leachate storage basins will be constructed as specified in Section 2.5.1.4. above.
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3.7 CONSTRUCTION METHODS
Construction methods have been assembled for: landfill construction, in the QA/QC Plan located
in Appendix D; leachate management, in Section 2.5; and groundwater monitoring, in Appendix
F.
3.8 STORMWATER MANAGEMENT SYSTEM DESIGN
NCDEQ landfill regulations require stormwater management features be designed to control the
water volume resulting from a 25-year, 24-hour storm. The stormwater management system
design is based on the proposed drainage area for each basin. Permanent measures to be constructed
include perimeter ditches, tack- on swales and six (6) sediment basins. The design utilizes detailed
volume and elevation data derived from the proposed basin grading shown in Drawings C501
and C502, located in Appendix B. A 10-year storm event was modeled to observe the impact of
increased precipitation on settling efficiency. The calculations for the 10-year and 25-year storm
for the basins are included in Appendix C. A summary of the sedimentation pond calculations is
provided in Table 3-3.
Table 3-3 — Anson County Landfill Sediment Pond Calculations
Pond
Area
Drainage
Area
(AC)
Receiving
Structure
2 year
peak Q
(cfs)
10 year
peak Q
(cfs)
25 year
peak Q
(cfs)
Phase 5
SB-10
56.11
SB-10
1.51
12.20
20.29
SB-11
9.64
SB-11
0.00
1.66
5.93
SB-12
4.70
SB-12
0.00
1.27
4.96
SB-13
39.50
SB-13
0.00
4.70
13.64
SB-14
10.65
SB-14
0.00
2.20
7.18
SB-15
73.25
SB-15
0.00
0.00
4.98
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4.0 OPERATION AND MAINTENANCE PLAN
A detailed, comprehensive Operations Plan for the facility is included in Appendix A. Below is
a summary of the operations components and processes for Phases 4 & 5 of the Landfill.
4.1 OPERATION DRAWINGS
The owner and operator will maintain and operate the landfill in accordance with the operation
plan. Appendix B includes Drawings C 100 — C502, which plot each phase of landfill
development and are consistent with the engineering plan and Subparagraph (b)(1)(A-G) of
15A NCAC 13B.
4.2 WASTE ACCEPTANCE
The landfill will not accept types of waste prohibited by 15A NCAC 13B, which include:
• Hazardous wastes as defined within 15A NCAC 13A to include hazardous wastes from
conditionally exempt small quantity generators;
• Polychlorinated biphenyls (PCBs) wastes as defined in 40 CFR 761;
• Liquid wastes except as provided by 15A NCAC 13B .1626(9);
• Untreated regulated medical wastes;
• Petroleum contaminated soils;
• ABC Container Recycling;
• Electronics;
• Fluorescent Lights;
• Mercury Containing Thermostats;
• Oil Filters;
• Plastic Bottles; and
• Wood Pallets.
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The following waste types will not be accepted for landfilling, but may be accepted at a drop-off
for alternative processing:
• White goods;
• Used oil;
• Lead -acid batteries;
• Petroleum contaminated waste;
• Whole scrap tires; and
• Yard waste.
The landfill will accept all types of municipal solid waste (MSW) and special wastes, to include:
• Spoiled foods, animal carcasses, abattoir waste, hatchery and other animal wastes;
• Asbestos waste;
• Treated medical wastes which are not hazardous, liquid, infectious or radioactive;
• Wastewater treatment sludges;
• Construction/ demolition wastes;
• Ash (non -medical); Coal ash may be accepted for disposal after approval of Anson
County and the Solid Waste Section;
• Industrial process waste;
• Off -specification, outdated commercial products;
• Barrels and drums which are empty and have been perforated sufficiently to ensure that
no liquid or hazardous waste is contained therein, except for fiber drums containing
asbestos;
• Laboratory waste (non -hazardous); and
• Other non-MSW wastes not excluded above.
Acceptance of special wastes will be subject to provisions of 15A NCAC 13B, the special waste
acceptance procedures defined in the Operations Plan included in this application.
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4.3 COVER, SPREADING, AND COMPACTING
The working face will be restricted to the smallest area feasible and compacted as densely as
feasible. Any area that exceeds one-half acre or more on a weekly basis will be covered with six
(6) inches of earthen material. Cover may be placed at more frequent intervals to control disease
vectors, fires, odors, blowing litter, and scavenging. Areas where additional waste will not
receive waste for three months, but will receive additional waste will be covered and stabilized
with vegetative cover or other stabilizing material. Appropriate methods including fencing and
diking will be used to confine wind-blown solid waste. At the end of each day, wind-blown
waste will be collected and disposed of in the landfill.
4A AIR CRITERIA AND FIRE CONTROL
No open burning of waste will be permitted onsite. The Division will be notified verbally within
24 hours and in writing within 15 days of any fire and explosion at the facility.
If a fire occurs at the landfill, the Anson Fire Department will be notified. Hot loads that are
brought to the facility will be immediately dumped away from the landfill and the fire
department notified. The hot load will be sprayed down with water until extinguished. The load
is then to be reloaded for disposal in the landfill.
4a5 ACCESS AND SAFETY
The site has controlled access with the use of entrance gates. The remainder of the site has
wooded buffer zones along the northern boundary, streams along the western and southern
boundary and a chain link fence along the eastern property boundary. Access roads are all
weather construction and maintained in good condition. Dust is controlled on access roads
through the use of a water truck. Signs are posted indicating that liquid and hazardous waste is
prohibited.
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A scalehouse is located at the entrance with an attendant present during operational hours. The
attendant is responsible for evaluating loads to assure compliance with operation requirements
and to direct the loads to the appropriate location onsite: landfill, recycling/processing area, or
composting facility. In addition, signs are posted to direct loads to the appropriate area.
4.6 EROSION AND SEDIMENTATION CONTROL
The Erosion and Sedimentation Control Plan will be developed to meet all requirements set forth
by the Sedimentation Pollution Control Law (15A NCAC 4), the NCDEQ. All erosion and
sedimentation control measures will be designed based on a 10-year, 24-hour storm event
occurring in Anson County, North Carolina. Temporary measures to be used onsite include
sediment basins, skimmer basins, and silt (sediment) fencing, and permanent measures include
sediment basins, ditches and seeding.
Sediment basins shall be inspected at least weekly and after each rain event with at least one-half
(1/z) inch of rain. Sediment will be removed and the basin restored to original dimensions after
sediment has accumulated to one-half (1/2) of design depth. Removed sediment shall be placed
in an area that has sediment controls in place. Sediment basin spillways, baffles, embankments
and outlet control structures will be inspected during sediment removal for evidence of erosion
damage and piping (embankment only). All necessary repairs will be made immediately to
prevent basin failure.
Silt fencing will be inspected at least once per week and after every rainfall event. Any tears,
cracks or overall failure should be repaired and/or replaced immediately. Sediment deposits
shall be removed as necessary to ensure proper functioning of fencing. Silt fencing shall remain
until final site stabilization has occurred.
Permanent ditches should be seeded and matted immediately after their construction; they should
be inspected after all rain events for ditch failure or damage to erosion control matting. All outlet
protection measures used to prevent damage to channel vegetation will be inspected for wash
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out. All necessary repairs and replacements will be made immediately, and rip rap will be added
where necessary.
Embankment and landfill cover slopes will be periodically inspected for erosion. The slopes will
be mowed no more than twice per year. The embankment slopes shall be fertilized again in the
second year if vegetation growth is inadequate. The damaged areas will be re -seeded
(permanent seeding for embankment slopes and temporary seeding for landfill cover slopes),
fertilized and mulched immediately. Seeding, fertilizing and mulching will be in accordance with
the Erosion and Sedimentation control plan.
4.7 STORMWATER CONVEYANCE AND MITIGATION
The stormwater conveyance and mitigation plan was designed to meet all NPDES Phase II
requirements. The permanent ditches designed for erosion control purposes will be used without
modification for stormwater conveyance. The ditches will be vegetated with at least 90%
landscaped cover present at all times. A series of 6 plunge pool have been designed to avoid
failure resulting from high slope drain exit velocities. Slope drains, plunge pool and ditches will
be inspected every six (6) months or after every storm event with one-half (1/2) inch or greater
of rain. All necessary repairs will be made immediately. Appendix B (Sheet C501) presents all
stormwater control measures on existing and proposed topography. Appendix C includes
relevant calculations and references for stormwater control measures design.
4.8 OPERATING RECORD AND RECORDKEEPING REQUIREMENTS
The owner and operator will record and retain at the facility or an alternative location the
following information:
• Records for random waste inspections, monitoring results, certifications of
training, and training procedures;
• Weight of waste received at the landfill and its county of generation;
• Cost estimates for closure and post -closure;
• Notation of date and time of cover material placement; and
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All audit records, compliance records, and inspection reports.
All information contained in the operating record will be provided to the NCDEQ Division of
Waste Management (Division) upon request. The operating record will also include copies of all
approved permits and Monitoring Plans.
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Table 4-1
Daily Log
Anson County Landfill Phases 4 & 5 Landfill
Date: Time: Site: MSW Special Waste
Inspector
(Print Name)
Hauler: Truck Number:
Waste S
Was any unauthorized material in the load? Yes No
Describe:
Was load accepted for disposal? Yes No
Remarks:
I hereby certify to the fact that the above inspection was personally performed by me and that all
information is true and accurate.
Signature of Inspector
Date
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5.0 GROUNDWATER DETECTION MONITORING PLAN
5.1 INTRODUCTION
All existing MSW landfills are required to design, install, and implement groundwater
monitoring systems under 15A NCAC 13B .1632. The landfill was previously permitted by
NCDEQ as Anson County Landfill (Permit #92-30) in 2002. This Permit Application proposes
to construct the Phase 5 Expansion. Prior to operating the Phases 4 & 5 Expansion areas of the
landfill, a Groundwater Detection Monitoring Plan must be approved by NCDEQ and
implemented.
A proposed Groundwater Detection Monitoring Plan is attached in Appendix F of this Permit
Application. The plan is designed to provide a monitoring well network sufficient to yield
representative groundwater samples from the uppermost aquifer that can determine if
contamination has occurred due to a release from the landfill. The well network design has been
determined based upon data obtained from a thorough hydrogeologic characterization of the
landfill site (Civil & Environmental Consultants, Inc. Design Hydrogeologic Investigation
Report, March 2018, see Appendix E).
5.2 GROUNDWATER DETECTION MONITORING PLAN SUMMARY
An updated Groundwater Monitoring Plan can be found in Appendix F. Sampling of the
groundwater detection monitoring wells will occur twice annually, once each spring and once
each fall, for the active life of the landfill through the post -closure period. Groundwater samples
will be analyzed by a NCDEQ-certified laboratory under 15A NCAC 13B .1631.
Monitoring reports will be prepared by a qualified professional and submitted to NCDEQ semi-
annually. The laboratory results of groundwater samples taken during routine monitoring will be
submitted to NCDEQ within 60 days of sample collection. For sampling events where an annual
report is to be submitted to NCDEQ, the annual report shall satisfy this requirement.
Civil & Environmental Consultants, Inc. -51- Anson Landfill Phases 4&5Expansion PetmitApplication
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The annual report will also include: 1) a determination of technical sufficiency of the detection
monitoring well network; 2) a determination of groundwater elevations, flow directions [based
upon interpretation of a potentiometric map], and flow rates; 3) a summary of a statistical
analysis; and 4) recommendations for any needed modifications to the groundwater monitoring
system.
Civil & Environmental Consultants, Inc. -52- Anson Landfill Phases 4& 5 Expansion Permit Application
December 2018

6.0 CLOSURE PLAN
6.1 CLOSURE CAP SYSTEM
The closure cap system is designed to minimize infiltration and erosion. The cap system will
consist of 18-inches of soil having a permeability less than or equal to the soils underlying the
landfill, or no greater than 1.0 X 10-5 cm/sec, whichever is less. The low permeability layer will
be installed in two (2) 9-inch lifts. To minimize erosion and to protect the low -permeability
barrier from root penetration 18-inches of earthen material that is capable of sustaining native
plant growth will overlay the low -permeability layer. The vegetative layer will be installed in
two (2) 9-inch lifts and seeded according to the details on the closure drawings (Appendix B,
Drawing C605). The estimated largest area of the landfill requiring the cap system is Phases 1-4
and Phase 5 Cell 1 (approximately 157.77 acres). Once Phase 5 is open the largest area of th
landfill requiring the cap sustem is 198.60. Estimated maximum inventory of waste on site is
41,539,865 cy of gross capacity.
6.2 LANDFILL GAS EXTRACTION
Initial gas extraction well installation for Phase 1 consisted of 17 vertical wells. The LFG
extraction wells include wellheads equipped with a valve to control LFG flow and vacuum,
and monitoring ports on either side of the valve to measure LFG quality, pressure, and
temperature. A removable end cap is on top of the wellhead to allow access to the interior
of the well casing for measurement of liquid levels and pumping of the liquid, if necessary.
Flexible piping connects the wellhead with the lateral pipe and is intended to
accommodate differential settlement in the vicinity of each well. The wells are
constructed with a flange below the well head and a flange below the flexible piping to
accommodate for future landfill expansions. The flanges may be used to raise the
wellheads in the future as landfill filling operations require
Civil & Environmental Consultants, Inc. -53- Anson Landfill Phases 4&5Expansion PetmitApplication
December 2018

Gas extraction wells in Phases 4 & 5 will be constructed with a 6-inch diameter SCH 80 PVC or
HDPE pipe centered inside 36-inch diameter borings. Average spacing between landfill gas
extraction wells range between 150 feet and 250 feet. Vertical wells will be installed
incrementally in areas that have reached final permitted grades. The landfill gas extraction well
layout can be found in Appendix F.
Landfill gas extraction well monitoring will be performed on a routine basis and adjusted
accordingly. Maintenance of the landfill gas equipment will be performed per the manufacturers
recommended intervals or as needed.
6.3 CONSTRUCTION OF CAP SYSTEM
The post -settlement surface slopes will be a minimum of 5% and a maximum of 28%. The
stability analysis of the proposed 28% slope can be found in Appendix C.
6A CLOSURE SCHEDULE
Prior to beginning closure activities, the Division will be notified of the intent to close the
landfill and place such notification in the operating record. No later than 30 days after the date
the unit receives the known final receipt of waste, closure activities will commence unless
an extension has been granted by the Division. The closure activities will be completed within
180 days of the beginning of closure activities unless the Division grants an extension.
Following closure of the landfill, the Division will be notified that the operating record contains
a certification verifying closure has been completed in accordance with the closure plan signed
by the project engineer. Following closure of all MSWLF units, the owner or operator shall
record a notice for the landfill facility property at the local county Register of Deeds office; and
notify the Division that the notice has been recorded and a copy has been placed in the operating
record. The notice may be a notation on the deed to the landfill facility property, or may be some
other instrument such as a declaration of restrictions on the property that is discoverable during a
title search for the landfill facility property. The notice shall notify any potential purchaser of the
property that the land has been used as a landfill facility and future use is restricted under the
Civil & E n v i r o n m e n t a I Consultants, Inc. -54- Anson Landfill Phases 4& 5 Expansion Permit Application
December 2018

closure plan approved by the Division. The owner or operator may request approval from the
Division to remove the notice. The Division shall approve removal of the notice if all wastes are
removed from the landfill facility property.
6.5 CLOSURE COST
Table 6-1 is a summary of estimated cost for closure activities as required under Rule .0546 of
SA NCAC 13B.
Civil & Environmental Consultants, Inc. -55- Anson Landfill Phases 4 & 5 Expansion Permit Application
December 2018

Summary of Closure, Post -Closure, and Corrective Action Estimated Costs
ANSON WASTE MANAGEMENT FACILITY PHASES 1-5
Facility Name: Anson Waste Management Facility
Permit Number: 04-03
Facility Address: Polkton, North Carolina
Facility Owner: Chambers Development of North Carolina, Inc.
Date Completed: 14-Dec-18
Total Area Requiring Closure:
Total Area Requiring Post -Closure Care:
Total Area for LFG Management System:
Total Closure Estimated Cost
Total Post -Closure Estimated Cost
PACA
Total Closure and Post -Closure Care
(For 30 Year Period)
1 of 1
198 Acres
198 Acres
82 Acres
$16,873,000
$7,560,000
$2,608,361
$27,041,361
V / V

Worksheet 1: ESTIMATION OF CLOSURE COSTS
ANSON WASTE MANAGEMENT FACILITY PHASES 1-5
Facility Name: Anson Waste Management Facility
Permit Number: 04-03
Facility Address: Polkton, North Carolina
Facility Owner: Chambers Development of North Carolina, Inc.
Date Completed: 13-Mar-23
Total Surface Area: 198.10 Acres
Total Surface Area to be Capped for Phase 1 - 5 198.10 Acres
Total Area for LEG Management System: 82.00 Acres
I. PROTECTIVE SOIL COVER AND CLAY LINER
Input Amount
Notes and Guidance
Values
a. Surface area
198
acres x 4,840 yd2/acre
b. Depth of soil for slope and fill
36
inches x 1 yd/36 in
c. Quantity of soil needed
a x b
d. Percentage of soil from off -site
6%
%
e Purchase unit cost off -site material (to include delivery
$12.55
cost)
per yd'
f. Percentage of soil from on -site
100%
(1 - d)
g. Excavation unit cost (on -site material)
$ 2.26
per yd3
It. Total soil unit cost
(d x e + f x g)
i. Compaction unit cost
$ 1.88
per yd3
j. Total soil unit cost
(h + i +D
k. Total soil cost
1. Percent compaction
95
Subtotal
[kx (1 /l)]
II EROSION SOIL COVER
a. Surface area
198
acres x 4,840 yd2/acre
b. Depth of topsoil needed
inches x 1 yd/36 in
c. Quantity of topsoil needed
a x b
d. Percentage of soil from off -site
0%
%
e Purchase unit cost off -site material (to include delivery
d3
cost)
per
p y
f. Percentage of soil from on -site
100%
(1 - d)
g. Excavation unit cost (on -site material)
$ 2.26
per yd3
It. Total soil unit cost
(d x e + f x g)
i. Compaction unit cost (Not Required)
per yd3
j. Total soil unit cost
(h + I +D
k. Total soil cost
1. Percent compaction
0
Subtotal
(1 x 0+m)
HI. VEGETATIVE COVER
a. Surface area
198
acres
b. Unit cost for soil preparation, grading, seed, and fertilizer
$ 1,944.89
per acre
Subtotal
(a x b)
IV LLDPE GEOMEMBRANE - 40 mil TEXTURED
Unit Extended Cost Cost Estimate
958,804
yd'
1.00
yd
958,804
yd'
0%
$12.55
/yd'
100%
$2.26
per yd'
$2.26
$1.88
per yd'
$4.14
/yd'
$3,970,152.30
95%
$4,179,108 $4,180,000
958,804 yd'
0.17 yd
159,801 yd'
0%
$0.00 /yd'
100%
$2.26 per yd'
$2.26
$0.00 per yd'
$2.26 /yd'
$360,922.94
0%
198.1 acres
$1,944.89 per acre
360 923 $361,000
385183 $386,000
a. Surface area
198
acres x 43,560 ft2/acre
8,629,236
ft3
b. Purchase & Installtion unit cost
$ 0.43
per ft2
$0.43
/ft2
c. Total LLDPE geomembrane unit cost
(b + c)
$0.43
/ft2
Subtotal
(ax d)
$3.681.414
$3,682,000
V DRAINAGE GEOCOMPOSITE
a. Surface area
198
acres x 43,560 ft2/acre
8,629,236
ttt
b. Purchase unit cost
$ 0.46
per ftt
$0.46
/ft2
c. Installation unit cost
$ 0.14
per ft2
$0.14
/ft2
d. Total drainage geocomposite unit cost
$ 0.60
(b+c)
$0.60
/ft2
Subtotal
(a x d)
$5,197,290
$5,198,000
VI GEOCOMPOSITE DRAINAGE PIPE SYSTEM
a. Length of drainage pipe
27,615
linear foot
27,615
linear foot
b. Pipe unit cost (4 inch PVC)
$ 5.16
per linear foot
$ 5.16
per LF
c. Installation cost
$ 1.24
per linear foot
$1.24
per LF
d. Total drainage pipe wit cost
(b + c)
$6.40
per LF
Subtotal
(a x d)
$176,717
$177,000
AV
,r
1 of 2

VII LANDFILL GAS (LFG) MANAGEMENT SYSTEM
a. Number of acres
82-71
acres
82
acres
b. Average LFG system unit cost
$2Q703.67
per acre
$20,703.67
per acre
Subtotal
(ax b)
SI,697,701 $1,698,000
VIII MOBILIZATION / DEMOBILIZATION /
INSURANCE/BONDS
a. Cost for Mobilization / Demobilization / Insurance / Bonds $150,000.00
lump sum
$150,000.00
lump sum
Subtotal
$150,000 15$0,000
IX SEDIMENT AND EROSION CONTROL AND
STORM WATER MANAGEMENT
a. Sediment and erosion control
$18,821.52
lump sum
$18,821.52
lump sum
b. Grass lined channel length
30,315
linear foot
30,315
linear foot
c. Grass lined channel with matting unit cost
$8.16
per linear foot
$8.16
per LF
d. Total grass lined channel cost
(b x o)
$247,248.87
e. Slopedrain piping length
4,923
LF
4,923
f. Piping unit cost
$45.17
$45.17
g. Total slope drain piping cost
(e x f)
$222,383.16
e. Outlet and inlet protection
80
each
80
each
f. Outlet and inlet protection unit cost (20 SY each)
ILIL442.98
per each
$1,442.98
per each
g. Total outlet and inlet protection cost
(h x i)
$115,644.99
Subtotal
(a+ d + g)
$604,099 60$ 5,000
X ENGINEERING, COA TESTING AND
CERTIFICATION
a. Number of acres to be capped
198
acres
198.10
acres
b. Cost for engineering services
$65,000.00
lump sum
$65,000.00
lump sum
c. CQA testing / field services and documentation unit cost
$ 1,457.71
per acre
$1,457.71
per acre
it. Total CQA testing / field services and documentation cost
(a x c)
$288,772.17
Subtotal
(b + d)
$353,772 $354,000
XI SURVEY AND DEED NOTATION
a. Area
198
acres
198
acres
b. Survey unit cost
$376.43
per acre
$376.43
per acre
Subtotal
(a x b)
$74,571 $75,000
XII ADMINISTRATION
a. Announcements, deeds, fees, etc. cost
$6,901
lump sum
$6,901.22
lump sum
Subtotal
$6,901 $7,000
TOTAL ESTIMATED CLOSURE COST $16,873,000
2 of 2 ,r

7.0 POST -CLOSURE PLAN
7.:1 POST -CLOSURE PLAN
Following closure of each landfill, post -closure care will be conducted for 30 years unless:
• It is decreased by the Division because it has been demonstrated that a reduced period
is sufficient to protect human health and the environment; or
• It is increased by the Division to protect human health and the environment.
WCN's representative, Tyler Fitzgerald will be responsible for the facility during the post -
closure period. Every five years during the post -closure care period and following completion of
the post -closure care period for each MSWLF unit, the owner or operator shall notify the
Division that a certification verifying that post -closure care has been conducted in accordance
with the post -closure plan, has been placed in the operating record. If required by G.S. 89C, the
certification shall be signed by a licensed professional engineer.
7.2 POST -CLOSURE MAINTENANCE
The final cover will be seeded, fertilized and mulched to provide a dense stand of grass
consistent with the specification noted on the Erosion and Sediment Control Plan in Appendix B
(Drawing C605). The grass should not be mowed more than twice a year until dense vegetation
is established. The final cover will be inspected for signs of settlement, erosion, vector damage,
and bare spots on a quarterly basis. Additional inspections will be performed after storm events
with rainfall one-half (1/2) inch or greater. Depressions in the cover that pond will be re -graded
as needed to promote positive drainage. Areas subject to regrading or any bare spots will be
reseeded in accordance with permanent seeding specification. Any deep-rooted vegetation will
be removed so that deep rooted vegetation will not compromise the integrity of the final cover.
Leachate monitoring includes maintaining records for the amounts of leachate generate, semi-
annually leachate quality sampling, and approval for final leachate disposals. Leachate lines will
be camera inspected every 5 years and jet cleaned on an as needed basis. Gas collection system
Civil & Environmental Consultants, Inc. -57- Anson Landfill Phases 4&5Expansion PetmitApplication
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monitoring will be completed on a regular basis as needed. Water Quality monitoring and routine
maintenance (i.e. mowing, seeding, areas to be repaired, areas to be capped) occurs semi-
annually. Landfill gas monitoring occurs once a year.
Closure and post closure care must be performed in accordance with NCDEQ requirements and
as described in the Permit Application Closure and Post -Closure Plan.
Closure and Post -Closure Contact Information:
North Carolina Department of Environmental Quality
North Carolina Department of Environmental Quality
225 Green Street Suite 714
Fayetteville, NC 28301-5095
Phone: [phone]
Division of Waste Management (DWM) —Solid Waste Section:
North Carolina Department of Environmental Quality
217 W Jones Street
Raleigh, NC 287603
Phone: [phone]
Facility Information:
Chambers Development of North Carolina Facility Anson County
375 Dozer Road
Polkton, NC 28135
Phone: [phone]
7.3 POST -CLOSURE MONITORING
Landfill Gas monitoring around the perimeter of the landfill and in buildings, surface water, and
groundwater will be monitored during the post -closure period. The post -closure monitoring plans
are detailed in Appendix F.
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7A PLANNED USE
Once the facility is closed in accordance with Rule 0543 of SA NCAC 13B, the entire facility will
be offered to Anson County for possible use as a park and recreation facility. Throughout the
post -closure care period, ditches, diversion berms, culverts, riprap, silt fence, and other drainage
structures will be maintained according to the Permit Drawings, in Appendix B, and the
Operations and Maintenance Plan, in Section 3. The sediment ponds will be cleaned upon the
accumulation of the designated depth of silt within the pond. Erosion control structures will be
maintained to minimize damage to the final cover.
7.5 POST CLOSURE COST ESTIMATE
A post -closure cost estimate for Phases 4 & 5 of the landfill, based on current costs and
assumptions of conditions, is provided in Table 7-1, as required under Rule .0546 of SA NCAC
I
IM
Civil & Environmental Consultants, Inc. -59- Anson Landfill Phases 4 & 5 Expansion Permit Application
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Summary of Closure, Post -Closure, and Corrective Action Estimated Costs
ANSON WASTE MANAGEMENT FACILITY PHASES 1-5
Facility Name: Anson Waste Management Facility
Permit Number: 04-03
Facility Address: Polkton, North Carolina
Facility Owner: Chambers Development of North Carolina, Inc.
Date Completed: 14-Dec-18
Total Area Requiring Closure:
Total Area Requiring Post -Closure Care:
Total Area for LFG Management System:
Total Closure Estimated Cost
Total Post -Closure Estimated Cost
PACA
Total Closure and Post -Closure Care
(For 30 Year Period)
1 of 1
198 Acres
198 Acres
82 Acres
$16,873,000
$7,560,000
$2,608,361
$27,041,361
V / V

Worksheet 2: ESTIMATION OF POST -CLOSURE COSTS
ANSON WASTE MANAGEMENT FACILITY PHASES 1-5
Facility Name: Anson Waste Management Facility
Permit Number:
04-03
Facility Address: Polkton, North Carolina
Facility Owner.
Chambers Development of North
Carolina, Inc.
Date Completed:
13-Mar-23
I. WATER QUALITY MONITORING
Input Amount
Notes and Guidance
Values
Unit
Extended Cost Cost Estimate
a. Total number of monitoring wells
22
wells
22
wells
b. Total number of surface water locations
12
locations
12
locations
c. Total number of sampling events per year
2
(a + b) x c)
68
samples/year
d. Laboratory analysis costs
$ 909.71
$/sample
$ 909.71
per sample
e. Total laboratory analysis costs
(c x d)
$61,860
per year
f. Sampling and reporting
$ 6,273.84
lump sum
$6,274
per year
Annual Subtotal
(e + f)
$6J_134 $69,000
It. LANDFILL GAS MONITORING
a. Total number of monitoring wells
13
wells
13
b. Sampling, analysis, and reporting
$220
$/sample
$220
per year
Subtotal
(a x b)
2 8$ . 54.60 $3,000
IIL LEACHATE MANAGEMENT
a. Direct discharge to POTW cost
$5,270
lump sum
5,270
per year
b. Total number of monitoring locations
I I I
locations
1
per year
c. Total number of sampling events per year
2
(a x b)
2
per year
d. Analysis cost
IF- $878 I
$/sample
$878
e. Total analysis cost
(c x d)
$7,026.70
Subtotal
$7,027 $8,000
IV. ROUTINE MAINTENANCE AND REPAIRS
a. Mowing frequency
2
visits/year
2
visits/yr
b. Area involved in maintenance and repairs
198
acres
198
acres
c. Mowing unit cost per visit
$97 I
/acre/visit
$97
/acre/visit
d. Total mowing cost per year
(a x b x c)
$38,330
per year
e. Area reseed and fertilized
5
acres per year
5
acres per year
f. Fertilizer unit cost
$125
per acre
$125
per acre
g. Total fertilizer cost per year
be x f)
$627
per year
h. Reseeding unit cost
$1,004
per acre
$1,004
per acre
i. Total reseeding cost per year
be x h)
$5,019
per year
Cap erosion and settlement repair cost (assume 5% o
cap area repaired annually)
11
AC
I 1
cy
k. Cap erosion and settlement repair unit cost
$10,038
per AC
$10,038
per cy
I. Total cap erosion and settlement repair cost per year
0 x k)
$109,466
per year
m. Sediment and erosion control
$2,008
lump sum
$2,008
per year
Subtotal
(d + g + i + I +
$155,450 $156,000
V. OPERATION AND MAINTENANCE
a. Leachate collection and removal system
$1,506
lump sum
$1,506
per year
b Leachate collection system cleaning and CCTV
$q 141
lump sum
$4,141
per year
(oocros every five years)
c. Landfill gas management system
$1,882
lump sum
$1,882
per year
d. Groundwater monitoring wells
$314
lump sum
$314
per year
Subtotal
(a+ b+ c+d)
$7,842 $8,000
VI. ACCESS, SECURITY, AND SIGNS
a. Access, security and signs
$1,255
Annual Increase over
Prior Estimate
$1,255
per year
Subtotal
$1,255 $2,000
VIL FEES, INSPECTION, AND REPORTING
a. Fees
$1,255
DENR Fee Schedule
$1,255
per year
b. Inspection services and reporting
$3,764
lump sum
$3,764
per year
Subtotal
(a+b)
peryear
$5,019 $6,000
TOTAL ESTIMATED ANNUAL POST -CLOSURE CARE COST
$252,000
LENGTH OF POST -CLOSURE CARE PERIOD
30
TOTAL ESTIMATED POST -CLOSURE CARE COST FOR 30-YEAR PERIOD
$7,560,000
1 of 1

APPENDIX A
OPERATIONS AND MAINTENANCE PLAN

OPERATIONS PLAN FOR THE ANSON COUNTY
MUNICIPAL SOLID WASTE LANDFILL
Prepared for:
CHAMBERS DEVELOPMENT OF NORTH CAROLINA, INC.,
A WHOLLY OWNED SUBSIDIARY OF WASTE CONNECTIONS, INC.
Prepared by:
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
CHARLOTTE, NORTH CAROLINA
CEC PROJECT 165-276
December 2012
Revised May 2013
Revised August 2015
Revised September 2016
Revised August 2017
Revised February 2018
Revised December 2018
Revised March 2023
11A/=/;
Civil & Environmental Consultants, Inc.
! 900 Center Park Drive, Suite A i Charlotte, INC 28217 1 p: 980-224-8104 f: 980-224-8172 1 www.cecinc.com

TABLE OF CONTENTS
1.0 INTRODUCTION..............................................................................................................1
1.1 GENERAL.............................................................................................................. 1
1.2 PURPOSE...............................................................................................................1
1.3 REFERENCE DOCUMENTS................................................................................ 2
1.4 REGULATIONS.....................................................................................................2
2.0 SERVICE INFORMATION.............................................................................................3
2.1 LOCATION............................................................................................................ 3
2.2 ACCEPTABLE WASTES...................................................................................... 3
3.0 PERSONNEL.....................................................................................................................6
3.1 MANPOWER......................................................................................................... 6
3.2 STAFF TRAINING................................................................................................ 6
4.0 SITE PREPARATION......................................................................................................7
4.1 DRAWINGS AND SPECIFICATIONS................................................................. 7
4.2 CONSTRUCTION QUALITY ASSURANCE...................................................... 7
5.0 ROUTINE LANDFILL OPERATIONS..........................................................................8
5.1
HOURS OF OPERATION.....................................................................................
8
5.2
PUBLIC USE..........................................................................................................
8
5.3
VEHICLE INSPECTION PLAN............................................................................
8
5.4
TRAFFIC ROUTING.............................................................................................
9
5.4.1 Site Access...................................................................................................9
5.4.2 On -Site Traffic Flow....................................................................................9
5.4.3 Visitors Parking.........................................................................................10
5.4.4 Basic Landfilling Procedures.....................................................................10
5.4.5 Method of Operation..................................................................................10
5.4.6 Maintenance of On -Site Roads..................................................................11
5.5
WASTE HANDLING AND INSPECTION.........................................................
12
5.5.1 Types of Waste..........................................................................................13
5.5.1.1 Weighing and Control of Waste Volumes...............................15
5.5.1.2 Inspection.................................................................................15
5.6
LITTER CONTROL.............................................................................................
15
5.7
DUST, ODOR, AND VECTOR CONTROL.......................................................
16
5.8
NOISE CONTROL...............................................................................................
19
5.9
LIGHTING CONTROLS.....................................................................................
19
5.10
AESTHETICS AND VEGETATIVE BUFFER ...................................................
19
5.11
OPEN BURNING.................................................................................................
20
5.12
SALVAGING.......................................................................................................
20
5.13
FILLING OPERATION.......................................................................................
20
5.14
MANAGING SPECIAL WASTE........................................................................
24
5.15
PLACEMENT OF WASTE IN STATE WATERS ..............................................
24
5.16
EQUIPMENT.......................................................................................................
24
5.16.1 Leachate Removal System.........................................................................25
Civil & Environmental Consultants, Inc. -i- 165-276 Anson Ops Plan
December 2018

5.16.2
Storage Capacity and Off -site Treatment..................................................26
5.16.2
Leachate Sampling and Analysis...............................................................27
5.17 COMPACTION
AND COVER............................................................................
28
5.17.1
Waste Compaction and Lift Thickness......................................................28
5.17.2
Daily Cover................................................................................................28
5.17.3
Intermediate Cover.....................................................................................29
5.17.4
Final Cover.................................................................................................29
5.17.5
Vegetative Cover.......................................................................................30
5.17.6
Borrow Areas.............................................................................................30
5.17.7
Alternative Daily Cover.............................................................................30
5.18 SAFETY AND EMERGENCY RESPONSE.......................................................
31
5.19 INSPECTION PLAN............................................................................................
33
5.19.1
Inspection Schedule...................................................................................33
5.19.2
Incoming Waste.........................................................................................34
5.19.3
Leachate Collection System.......................................................................34
5.19.4
Landfill Gas System...................................................................................35
5.19.5
Storm Water Conveyance..........................................................................35
5.19.6
Erosion and Sediment Controls.................................................................36
5.19.7
Cover Maintenance....................................................................................36
5.19.8
Operating Equipment.................................................................................37
5.19.9
Areas Subject to Spills...............................................................................39
5.19.10 Groundwater Monitoring System............................................39
5.19.11
Safety Equipment.....................................................................40
6.0 COMPOST FACILITY...................................................................................................41
7.0 CONTROL & MONITORING OF LIQUIDS AND GAS...........................................42
7.1 LEACHATE......................................................................................................... 42
7.1.1 Collection and Storage...............................................................................42
7.1.2 Disposal......................................................................................................42
7.2 GAS MIGRATION MONITORING.................................................................... 42
7.3 GROUNDWATER MONITORING.................................................................... 43
8.0 RECORDS AND REPORTING.....................................................................................44
9.0 WASTE CONNECTIONS OF THE CAROLINAS, INC. SPECIAL
WASTE MANAGEMENT POLICY.............................................................................47
9.1 PURPOSE.............................................................................................................47
9.2 APPLICABILITY.................................................................................................47
9.3 POLICY STATEMENT....................................................................................... 47
9.4 IDENTIFICATION OF SPECIAL WASTE ........................................................ 48
9.5 EVALUATION OF SPECIAL WASTE.............................................................. 49
9.6 APPROVAL PROCEDURE................................................................................. 50
9.7 TERM OF APPROVAL....................................................................................... 51
9.8 LANDFILL SPECIAL WASTE ACCEPTANCE PROCEDURES ..................... 52
9.8.1 Pre-Acceptance..........................................................................................52
9.8.2 Gate Acceptance Procedures......................................................................52
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APPENDICES
Appendix A
— Equipment Information Safety Plan
Appendix B
— Emergency Response Plan
Appendix C
— Unauthorized Waste Control Program
Appendix D
— Asbestos Management and Disposal Plan
Appendix E
— Special Waste Quality Assurance Plan
Appendix F —
Site Composting Application
Appendix G
— Leachate Recirculation Operations Plan
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1.0 INTRODUCTION
1.1 GENERAL
This document is the Operations Plan for the Anson County Landfill (Landfill), located in Anson
County, North Carolina, and owned by Chambers Development of North Carolina, Inc. a wholly
owned subsidiary of Waste Connections of the Carolinas, Inc. The Plan serves as a guide to the
landfill operator with respect to routine landfill operations, environmental monitoring, and
record -keeping. The facility will not accept hazardous waste as defined by the North Carolina
Department of Environment and Natural Resources (NCDEQ). In accordance with the
contractual agreement with Anson County, the landfill can operate at a maximum average waste
acceptance rate of 6,000 tons per day. Equipment and staffing recommendations in this manual
are based on these disposal rates and are subject to change in the event of future modification to
maximum disposal rates in the Anson County contractual agreement.
1.2 PURPOSE
The operations plan is intended to serve as a site reference and training documents. Every
employee should be acquainted with its contents and location at the site. Each section of this
plan is self-contained, easily updated, and may be used for use out in the field, for training
sessions, or self -instruction.
The operations manual addressed the following topics:
• Personnel requirements;
• Entrance procedures and recordkeeping;
• Incoming vehicle inspection;
• Traffic control;
• Landfilling operations;
• Compost facility operations;
• Operation and maintenance of environmental controls;
• Inspection and monitoring procedures;
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• Contingency and emergency procedures; and
• Safety practices and plan implementation.
This Operations Plan has been prepared in accordance with 15A NCAC .1625 and .1626.
Furthermore, the plan is based on engineering judgment and reflects generally accepted solid
waste landfilling techniques.
1.3 REFERENCE DOCUMENTS
This operations plan constitutes a portion of the Chambers Development Permit to Construct.
The entire Permit to Construct application should be kept on file with this plan at the site to
supplement this plan in terms of long-term facility development plans, monitoring requirements,
engineering design, site hydrogeology, construction activities, and site closure/post-closure care.
Other documents pertinent to facility operations and site development include:
• North Carolina Solid Waste Management Rules, 15A NCAC 13B with current
amendments;
• Volume II, Site Application for Solid Waste Management Facility, Anson County,
North Carolina. "Geotechnical Study", GZA GeoEnvironmental, Inc., 1992 which
provides substantial information on site soils and potential borrow areas;
• Erosion and Sediment Control Planning and Design Manual, NCDEQ, June 2006;
• Erosion and Sediment Control Field Manual, NCDEQ, June 2006; and
• The Landfill's Erosion and Sedimentation Control Plan.
1.4 REGULATIONS
15A NCAC 13B .1600 and all conditions of the operating permit granted by the NCDEQ, shall
take precedence and be complied with by landfill operators if there is an actual or perceived
contradiction with the text of this plan, unless written consent for variance(s) is granted by the
NCDEQ. The Site Manager should be familiar with the NCDEQ regulations and facility permit.
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2.0 SERVICE INFORMATION
2.1 LOCATION
The Landfill is located at the north end of Dozer Drive between Polkton and Wadesboro on U.S.
Route 74. The site is bounded on the northwest by Brown Creek, on the east by Pinch Gut Creek,
and on the south generally by the CSX railroad. A facility location is presented on Figure 1. The
Landfill will serve North Carolina and South Carolina.
2.2 ACCEPTABLE WASTES
The Landfill will accept all types of wastes except those prohibited by NCAC 13B. Specifically,
the following types of wastes will not be accepted:
• Hazardous wastes as defined within 1 SA NCAC 13A to include hazardous wastes
from conditionally exempt small quantity generators;
• Polychlorinated biphenyls (PCB) wastes as defined in 40 CFR 761;
• Liquid wastes except as provided by 1 SA NCAC 13B.1626(9);
• Untreated regulated medical wastes; and
• Petroleum contaminated soils.
The following wastes will not be accepted for landfilling, but may be accepted at a drop-off for
alternative processes:
• White goods;
• Used oil;
• Lead -acid batteries;
• Petroleum contaminated waste;
• Whole scrap tires;
• ABC Container Recycling;
• Electronics;
• Fluorescent Lights;
• Mercury Containing Thermostats;
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• Oil Filters;
• Plastic Bottles;
• Wood Pallets; and
• Yard waste.
The Landfill will accept all types of municipal solid waste (MSW) and special wastes, to include:
• Spoiled foods, animal carcasses, abattoir waste, hatchery and other animal wastes;
• Asbestos waste;
• Treated medical wastes which are not hazardous, liquid, infectious or radioactive;
• Wastewater treatment sludges;
• Construction/demolition wastes;
• Ash (non -medical); Coal ash may be accepted for disposal after approval
of Anson County and the Solid Waste Section;
• Industrial process waste;
• Off -specification, outdated commercial products;
• Barrels and drums which are empty and have been perforated sufficiently
to ensure that no liquid or hazardous waste is contained therein, except for
fiber drums containing asbestos;
• Laboratory waste (non -hazardous); and
• Other non-MSW wastes not included above.
Acceptance of special wastes will be subject to provisions of 15A NCAC 13B and the special
waste acceptance and handling procedures defined herein.
The landfill operator shall be responsible for screening wastes to ensure that hazardous or
unacceptable wastes are not disposed in the landfill. Screening of special wastes shall be
accomplished in accordance with the requirements of Section 5.3 and the Special Waste Quality
Assurance Plan (Appendix E).
Management of this facility reserves the right to establish acceptance criteria and procedures for
certain non -municipal solid wastes. These may be more restrictive than required by law based
on quantities and characteristics of the waste stream, current operating status of the landfill, and
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characteristics of waste streams previously received. Acceptability will be based on judgment of
the landfill operator's technical personnel with respect to regulatory requirements, physical and
chemical qualities and other technical considerations.
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3.0 PERSONNEL
3.1 MANPOWER
The Landfill will provide the appropriate level of staff to address the needs of a 750 to 6,000 ton
per day landfill. If the waste acceptance increases or decreases, the equipment and staff levels
will change accordingly. In addition, all employees associated with the waste management
operations will be properly trained for their respective duties.
3.2 STAFF TRAINING
The Landfill provides on-the-job training for its employees. The training focuses on safety and
the performance of environmentally sound landfill operations. Training for each employee will
be based on their daily responsibilities and duties. Typical training will address the dangers
associated with heavy equipment operation, truck traffic, waste unloading, use of personal
protective equipment, landfill gas and leachate management, and precautions for the management
of special waste such as asbestos. Documentation related to an employee's participation in safety
training will be maintained on site. Certain aspects of the landfill operation require additional
training, including, but not limited to, scale operations. This training will include procedures for
identifying special wastes and unacceptable wastes; emergency procedures in the event of a fire,
spill or injury; confined space entry; and respirator use and fit testing. Other training will be
provided as the need arises. This level of training will be documented with written records.
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4.0 SITE PREPARATION
4.1 DRAWINGS AND SPECIFICATIONS
Landfill construction will be performed in conformance with the Permit to Construct Application
documents and any related conditions imposed by the NCDEQ. Summary drawings and
specifications for landfill development are contained in the Engineering Plan and Construction
Quality Assurance (CQA) Plan. The following information is provided in the Drawings and
Technical Specifications:
• Clearing and grubbing;
• Topsoil stripping;
• Excavation;
• Berm construction;
• Storm Water Drainage control structures;
• Leachate collection system;
• Access roads and entrance;
• Screening;
• Fencing;
• Groundwater monitoring; and
• Other design features.
4.2 CONSTRUCTION QUALITY ASSURANCE
Landfill construction will be performed in accordance with the drawings, technical specifications
and construction quality assurance (CQA) plan in the Permit to Construct Application. The CQA
plan provides information about observing and documenting certain construction activities, and
identifies testing procedures and protocols to assess the construction. A copy of the CQA plan is
contained in the Permit to Construct Application. The owner shall ensure the integrity of the
landfill systems prior to the placement of waste in approved areas.
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5.0 ROUTINE LANDFILL OPERATIONS
5.1 HOURS OF OPERATION
Typical landfill hours for acceptance of waste will not exceed:
of Operation
Weekdays
6:30 AM to 5:30 PM
Saturdays
6:30 AM to 5:30 PM
—Sundays
Closed
Actual hours of operation will be posted at the main entrance to the landfill. The landfill will
normally be closed on Sundays and the following holidays:
ours of O eratio
New Year's Day abor Da
Memorial Day Thanksgiving
July 4th Christmas
5.2 PUBLIC USE
Receptacles will be provided in a "resident's drop-off area" in which Anson County residents
may deposit small loads (i.e., those which can be carried by a pick-up truck) and recyclables.
The recyclables may include electronic waste, tires, and white goods. A large -related sign posted
adjacent to the receptacles will clearly state the waste acceptability limitations. Users of the
public receptacles will not be required to report to landfill staff before or after making deposits
unless their loads are of questionable nature with respect to size or acceptability.
5.3 VEHICLE INSPECTION PLAN
A plan shall be implemented by the Site Manager to prevent the on -site disposal of unauthorized
hazardous wastes. The plan shall contain an inspection program to be staffed by personnel who
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have been trained to recognize unauthorized hazardous wastes. At a minimum, the following
shall be included in the inspection program:
• Periodic vehicle inspection of loads at the scalehouse, weigh station, or by
operators at the landfill face documenting all suspicious materials, the
hauler, and if possible, the generator;
• Random monitoring of entering open top loads for organic vapors by use
of suitable instruments;
• Thorough inspection of suspicious loads;
• Training of personnel to recognize regulated hazardous wastes; and
• Establishment of specific procedures for notification of proper authorities
if a regulated hazardous waste is discovered.
5.4 TRAFFIC ROUTING
5.4.1 Site Access
Access to the facility by all vehicles shall be by Dozer Drive via U.S. Highway 74 West. There is
a gate on the entrance road to prevent unauthorized entry into the landfill after operating hours.
5.4.2 On -Site Traffic Flow
Once vehicles delivering wastes have been weighed, they shall follow signs posted along access
road(s) to the correct disposal area of the landfill. Trucks will then proceed to and dispose of
waste at the appropriate location. A perimeter road will be built as the landfill phases are
constructed. The perimeter road will lead traffic to the appropriate point of access onto the
landfill. Internal roads will be built on the landfill to provide access to the working face. These
internal roads will be constructed and relocated with the phase's progress of landfill operations.
Signs will direct small public vehicles to dispose of their loads of waste into receptacles located
in the public drop-off area.
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5.4.3 Visitors Parking
Visitors parking will be provided adjacent to the office building.
5.4.4 Basic Landfilling Procedures
This section describes the procedures that constitute daily landfill operations, the "area method"
of landfilling, working face practices, and startup of first, second, and subsequent lifts. The
landfill should be operated in accordance with these procedures and as shown on the operation
drawings.
5.4.5 Method of Operation
The landfilling technique to be used is the "area method".
Proper location of unloading trucks will facilitate spreading of refuse, compaction, and covering.
During construction of the first lift, trucks will be positioned at the top of the lift being
developed, although in subsequent lifts, unloading at the toe and pushing uphill may be the
preferred method. Lateral confinement of vehicles and refuse is important to avoid wasting cover
material. Temporary barricades or flags may be used as daily width markers for guiding
equipment operators and for traffic control.
Vehicles transporting refuse and cover material to the working face will be routed over
previously filled areas, whenever possible, for additional compaction of refuse and soil. Vehicles
shall not be routed over final capped areas unless measures are taken to prevent damage to the
cap. In order to protect the liner, disposal vehicles shall not be routed over a lined area before a
lift of waste has been placed on the liner.
Grade and location stakes can be used to guide filling operations in accordance with the phasing
fill plans. Stakes provide a "visual" landmark for equipment operators as filling progresses.
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Grade stakes shall be reset or adjusted as needed. Maximum daily lift height will normally be
about 10 feet to provide good compaction.
Signs shall also be posed in the operational areas to direct traffic, identify buildings, and to
identify certain safety requirements such as no smoking, speed limits, and stop signs.
Open burning or incineration of solid wastes shall be prohibited except as may be authorized
pursuant to 15A NCAC 13B .1626(5)(b). An infrequent burning of land clearing or disaster
debris authorized pursuant to 15A NCAC 13B .1626(5)(b) shall be accomplished outside of the
limits of all active or closed landfill units.
5.4.6 Maintenance of On -Site Roads
Potholes should be filled with materials compatible with the road construction material. Potholes
should be filled on a routine basis so that they are not allowed to remain open for extended
periods of time. New material should be placed in the hole and compacted so that it will have the
same density as the road.
As wet -weather gravel roads become uneven due to traffic -caused rutting or displacement of
stone, routine grading and application of gravel will be done to provide a smooth surface and
promote drainage.
When wet -weather roads are built on fill areas, settlement of the filled area may cause the slope
of a road to change. Areas of a sloped road, where the slope has changed drastically, should be
built up with material compatible with the roadway. The buildup should be made by placing a 6-
inch layer of the material, compacting it, then placing another layer of material and compacting
again. This process should be repeated until the desired elevation is achieved.
Proper operation of the landfill should result in little or no debris being found on public roads.
However, public roads adjacent to the entrance area shall be inspected daily. If debris from the
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wheels of vehicles departing the landfill reaches the first state route near the landfill, that road
will be cleaned immediately.
Any significant accumulation of dirt, brush, and other debris should be removed from the landfill
roadways. A program of road cleaning shall be implemented to prevent any buildup. Unpaved
roads will be watered as needed to reduce dust.
Drainage ditches along road beds will be kept free of obstructions. During wet -weather seasons,
inspection of all drainage ditches and structures should be made at least once each week, or more
frequently if necessary, and debris removed as required.
All roads will be maintained in a passable condition to provide access to the working face during
inclement weather. Soft roadway areas will be stabilized as needed by the addition of road base
material. If conditions warrant, road salt and/or sand will deployed to maintain passable
conditions.
5.5 WASTE HANDLING AND INSPECTION
Incoming waste will be observed to verify that it is acceptable in content and origin. Accurate
and up-to-date records will be maintained for all waste accepted and all landfill operations. The
following is a general discussion regarding waste handling procedures and the types of waste
which will be accepted at the landfill, and procedures normally implemented to ensure that only
authorized waste is disposed of at the landfill.
Landfill employees will be trained on and be required to follow the specific procedures outlined
in the programs referenced below and appended to this document:
• Unauthorized Waste Control Program (see Appendix C);
• Random Load Inspection Plan (see Appendix C);
• Asbestos Management and Disposal Plan (see Appendix D; see also Appendix E, Special
Waste Acceptance Procedures); and
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• Special Waste Quality Acceptance Procedure (see Appendix E).
5.5.1 Types of Waste
Landfill will only accept solid waste as described in 15A NCAC 13B and will not accept wastes
as described in Section 2.2.
Landfill may accept the following special wastes and will follow the handling procedures
described in below.
Bulky Waste - Bulky waste such as furniture, appliances and other over -sized items will be
handled in a way that maximizes their compaction and allows proper management at the working
face. Bulky wastes will typically be crushed on firm ground prior to disposal. If crushing or other
size reduction is not possible, bulky wastes will be placed at the base of the working face and run
over with the landfill compactor to reduce its size as much as possible. The bulky waste would
then be placed at the toe of the working face and covered with other solid waste.
Low -Density Wastes - Waste types such as agricultural wastes, loose plastic film or foam rubber
and plastic scraps or shavings require special handling. These materials present problems because
they rebound after being compacted by the equipment. In order to achieve maximum densities,
light -weight materials should be spread into 1 to 2 feet deep layers, and then covered with regular
waste and compacted as usual into the base of the cell.
Powdery Waste - The Landfill may accept powdery waste such as ash, sawdust or exhaust
trappings. Since these wastes are dry and powdery, they require special management to minimize
dusting and blowing. Wetting and/or quickly covering with other solid waste will be the
principal means for controlling dust.
If conditions warrant, landfill workers managing these wastes will wear protective clothing and
respirators as determined by the site safety officer.
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Sludges - The Landfill will not accept municipal sewer sludge and sludges that contain free
liquids as determined by the Paint Filter Liquids test.
The Landfill will accept all other sludges subject to the requirement of the Special Waste Quality
Assurance Plan (Appendix E). Sludges that are determined to be acceptable will be mixed/bulked
with municipal solid waste or other solid waste at the working face. Sludges will be stabilized,
digested or heat treated prior to disposal at the landfill.
The amount of sludge managed on a daily basis will be dictated by operating conditions. A
maximum ratio of 1 ton of sludge to 5 tons of solid waste for daily intake of sludges will be
employed.
Free Liquids - The Landfill will not accept solid wastes that contain free liquids as determined
by the Paint Filter Liquids Test. However, the Landfill may treat liquid waste by thickening or
solidification to make the waste suitable for disposal at the landfill.
Solidification of liquid waste will be conducted in leak -resistant containers or steel tanks partially
buried within an active landfill cell. Incoming liquid waste will be deposited directly into the
containers followed by the addition of a thickening or solidification agent. Thickening or
solidification may be accomplished using soil, mulch, wood chips, etc.
The liquid waste will be mixed with the thickening/solidifying agent in the tanks using a backhoe
or other appropriate equipment until free liquid is no longer observed. The thickened/solidified
waste will then be removed from the tanks and disposed at the working face. The number and
location of mixing tanks will be dictated by the landfill operations. Liquid waste will be stored
within a solidification tank a maximum of seventy two hours, during normal operations and
based upon liquid source and solidification media.
The requirements of this section do not apply landfill gas condensate management.
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Putrescible Waste - Occasional animal carcasses, in small volumes, may be managed at the
landfill. If a large volume is delivered to the landfill, they will be accepted in a designated area
away from the working face and promptly covered.
Asbestos Containing Material - the Landfill will designate certain areas of the landfill for the
management of asbestos waste. The management of asbestos waste will follow the procedures
described in Appendix D and Appendix E.
Tires - The Landfill will not accept whole tires for disposal at the landfill. Tires that may be
pulled from waste loads delivered to the landfill will be temporarily stockpiled in piles not
exceeding 5 feet in height, and/or in trailers. The Landfill will arrange for the proper
management of the tires.
5.5.1.1 Weighing and Control of Waste Volumes
All landfill users entering the disposal area are to stop at the entrance gate for security check -in.
All open topped waste loads shall be inspected for hazardous or otherwise unacceptable wastes
by the gatekeeper. An observation platform is provided above the gate house for this purpose. All
other waste loads shall be inspected at the active face by the equipment operators. All trucks
delivering waste to the disposal area shall be weighed. Load weights, customers, and charges to
all vehicles will be recorded. The Landfill will promptly repair and/or replace any
malfunctioning scales. Vehicles will be directed to the appropriate disposal area by signs.
However, verbal or other instructions will be given when necessary.
5.5.1.2 Inspection
The Landfill will follow the procedures for incoming inspection, random load inspection and
unauthorized waste response as described in Appendix C, Unauthorized Waste Control Program.
5.6 LITTER CONTROL
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The level of effort needed to control this problem will be dictated by weather conditions and
wind directions. A few of the methods that the Landfill may employ are presented below.
Portable Litter Fence -The most suitable location for litter control fence will be determined on a
daily basis, based on the wind's direction. The fence will be placed as close to the active face as
practical without disturbing the landfilling operations. Litter will likely occur even with proper
litter controls. The following cleanup procedures will be followed on a routine basis:
• Litter Clean -Up From Fences -Litter will be removed from and along litter fences daily;
and
• Clean -Up Along On -Site Roads -Litter occurring along on -site roads will not be allowed
to accumulate. This litter will be cleaned up as necessary.
Clean -Up at Entrance Area and Entrance Roads -The site entrance and road leading to the
entrance will be inspected each day. These locations will be cleaned of litter as necessary.
Active Face on Interior Slopes -On windy days, the active face may be maintained on interior
slopes, sheltered from the wind.
• Much of the potential litter problem may be prevented by following proper techniques at
the working face. This will reduce the amount of refuse exposed to the wind;
• When top dumping, refuse should be placed as usual and spread downward; and
• Compacted waste should be covered as soon as practical to minimize blowing litter.
Litter Patrols -Litter pick-up crews will be deployed as needed to pick-up windblown litter that
may accumulate along nearby public roads near the main entrance and nearby property.
5.7 DUST, ODOR, AND VECTOR CONTROL
Tlnst Cnntrnl
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Due to the nature of landfill operations, dust has the potential to be generated during dry periods
of the year. The following control measures may be employed at the landfill:
• Soil wetting. Periodic watering using a water tank truck will be utilized to control dust
originating from paved and unpaved access roads. The main access road to the scale will
be paved, while the perimeter roads will be graved -surfaced. Soil wetting may have to be
performed several times during an operating day;
• Application of soil wetting agents. Soil wetting agents, such as calcium chloride, may be
used to supplement other dust control methods; and
• Vegetative cover. Landfill areas or stockpiles not intended for near -term use will be
seeded, in accordance with seasonal limitations, to encourage the growth of vegetation
and reduce erosion.
The Landfill will employ a street sweeper on an as -needed basis to sweep and clean the entrance
road.
Odor Control
Odors shall be controlled in accordance with state regulations as well as by the provisions of the
Agreement relating to the reporting, monitoring, and necessary corrective actions to be taken. If
any particularly odorous wastes are received, the wastes will be covered with sufficient material
to minimize the odor.
The Landfill will employ appropriate waste compaction and covering techniques to minimize the
potential for odors related to the working face. This includes the timely placement of daily cover,
placing cover quickly over odorous loads and the spreading of lime or other odor neutralizing
agents on areas of the landfill that may exhibit odors. Odor neutralizing mists may be employed
as well.
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Once sufficient waste has been landfilled, a landfill gas management system will be installed in
accordance with state and federal requirements. A landfill gas management and control plan is
provided with the Permit to Construct application.
Vector Control
Vector control at the landfill may be accomplished by employing the following control methods:
• Periodic application of cover material. If vectors are determine to be a problem,
progressive cover techniques (cover placed more often than just at the end of the working
day) maybe used to reduce the size of the active working face;
• Immediate application of cover material. Refuse loads which contain a high percentage of
putrescible waste may have to be covered immediately to discourage the proliferation of
vectors;
• By far the best method for minimizing vectors is the timely application of cover materials
and to make sure cover materials are sufficiently thick to prevent vector contact with the
waste;
• Although the refuse is the greatest attraction to the vectors, piles of tires and other
salvaged materials will also attract vectors. It is important to maintain these materials in
an orderly fashion and to remove them periodically, before vectors breed;
• A summary of the bird controls that may be employed include but are not limited to:
o Working Face. The working face will be managed so as to minimize bird
attraction;
o Timely Cover Placement. Although daily cover will be applied at the end of each
operating day, there may be occasions when more frequent placement of daily
cover is necessary to limit the number of scavenging birds at the landfill. This
method will be considered for incoming refuse loads that contain large quantities
of putrescible wastes (i.e. food waste);
o Habitat Control. Alter the landfill environment to make it less attractive,
including but not limited to the installation of monofilament line;
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o Sonic Devices. Propane cannons and hand held screamers will be used to frighten
scavenging birds;
■ The timing of sonic devices will be variable; and
o Lethal. The Landfill may obtain a depredation permit as a method to deter
scavenging.
5.8 NOISE CONTROL
All equipment powered by internal combustion engines will have mufflers installed and
maintained in good repair.
5.9 LIGHTING CONTROLS
Once construction of the Landfill is complete, the maximum illumination at the property lines of
the Landfill property will be limited to 0.5-foot candles. Permanent exterior lighting fixtures on
the Landfill property will not exceed 30 feet in height above final grade level. The exterior
lighting fixtures will be limited to "shoebox" or similar type capable of shielding the light source
from direct view. The temporary working lights utilized on the face of the disposal area are
specifically excluded from the limitations contained herein.
5.10 AESTHETICS AND VEGETATIVE BUFFER
The Landfill will maintain a vegetative buffer in and around the landfill to shield the operations
from adjoining property and public roads. Vegetative buffer areas with a minimum width of 100
feet will be maintained between the landfill's permitted areas for waste disposal and adjoining
property owners' property. In areas where landfill operations and/or disposal areas would not be
so limited, the Landfill will maintain a 300-foot vegetative buffer area. The vegetative buffer
area will be established and maintained by the Landfill to create a visual buffer to screen the
disposal operations of the landfill. In constructing and operating the landfill, the Landfill will
minimize the cutting of existing trees in the vegetative buffer area in order to maintain and
enhance the integrity of the buffer. Any portions of the vegetative buffer area from which a
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materially significant number of trees are removed or die, or for which the visual buffer is
insufficient to create a continuous visual screen between the landfill operations and the adjoining
properties, will be supplemented by the Landfill by planting and maintaining white pine trees,
loblolly pine trees or other non -deciduous trees and shrubs, along with the construction of
earthen berms as needed, to create a continuous visual buffer. Any such planted trees needed to
maintain or supplement the visual buffer will be no less than 5 feet in height when planted.
Where planned activities will disturb the vegetative buffer, seedlings may be planted in advance
of working in these areas as long as seedlings have reached 5 feet in height before initiating
work. The Landfill will be allowed to access the vegetative buffer area for security, roads,
utilities and any actions or activities required by local, state and/or federal regulations.
The Landfill will maintain all vegetated buffers and conservation easements associated with the
facilities' Section 401/404 permit and Final Mitigation Plan as it relates to nearby streams and
wetlands.
5.11 OPEN BURNING
Open burning will not be allowed on area where solid waste has been disposed or areas being
used for active disposal. Burning associated with construction clearing operations will be
performed in accordance with all applicable regulations.
5.12 SALVAGING
The Landfill will only allow salvaging of recyclable material by authorized personnel. The
salvaging will be conducted in a designated area, and performed in a manner that will not
interfere with landfill operations or create hazards or nuisance conditions.
5.13 FILLING OPERATION
The Landfill will employ the area method for landfill operations. Using this method, waste is
typically unloaded at the base of the active working face in layers 8 to 10 feet in thickness. The
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unloaded waste will be spread in layers 2 to 3 feet in thickness to enhance compaction.
Compactors will then make 3 to 6 passes. The thickness of completed lifts will be 15 to 20 feet.
Initial Landfilling Operation -The first lift of waste placed on new operational areas with exposed
leachate drainage layer will consist of select solid waste, such as contaminated soil, bottom ash
and municipal solid waste or other waste with low potential for damaging the liner system. The
select waste layer will be placed in loose lifts approximately 8 feet in thickness and compacted to
a thickness of approximately 5 feet. This initial fluff layer will be placed as a single lift. The
waste compactors will not be allowed on the surface of the leachate drainage layer and at no time
will the compactor be allowed to work on a lift thickness of less than 5 feet. Styrofoam or other
non -damaging posts supported by pads seated on top of the liner may be used as an alternative to
grade stakes where control markers are required to maintain the proper cell width, height, and
slope at the working face. Grade stakes are not permitted for setting elevations in the first lift.
The posts shall extend through the granular material covering the liner. To minimize unloading
times, a specific area of the working face should be designated for tractor -trailer transfer trucks.
During placement of the select waste for the first lift, it will be inspected for the presence of
objects and wastes that have the potential to damage the liner system. Any waste that is identified
that may have the potential to damage the liner system will be removed. Equipment should not be
allowed to traffic on or to spread waste over the protective cover in a manner that disturbs the
underlying leachate collection layer. Landfill personnel will monitor the placement, compaction,
and covering of the first layer of waste. Landfill personnel will maintain grade control and
inspect filling techniques. Inadvertent damage to the base liner system must be reported to the
Site Manager and restored prior to filling in the damaged area. To assist in the uniform placement
of waste in the first layer, only select solid waste will be directed to that area.
To protect the liner system, a bulldozer will normally be used as the primary spreading and
compacting machine for the first lift. The compactor may only be operated on top of the waste. It
will not be used on the landfill base or waste side slopes. The waste inspectors will also make
sure that no bulky waste or demolition material which could damage the liner is landfilled in the
first lift. At the end of each working day, daily soil cover or alternate daily cover shall be applied
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to control odors, vectors, and litter. Appropriate earth hauling equipment will be used to excavate
and haul soil from the borrow area to the stockpile located near the working face where it will be
placed and compacted. Intermediate cover shall be applied on areas that will be exposed for more
than 30 days (i.e., outside side slopes and top of the final lifts, or portions of the other lifts that
will not be soon covered by additional refuse). Areas that will not receive waste for 12 months or
more, but will receive additional waste, must be covered with 12 inches of intermediate cover
soil. Alternate daily cover may consist of foundry sand, foam, a fabric blanket or other approved
material that will control odors, blowing litter, and vectors.
The facility owner or operator should place a notice in the facility operating record with the
procedures for using the alternate daily cover material according to the information in NCDEQ's
Solid Waste "Approved Alternate Daily Cover Materials for Use at Sanitary Landfills" and send
a copy of the notice and procedure to the Permitting Branch Supervisor of the Section and the
facilities Environmental Senior Specialist (ESS). The facility may implement an Alternate Daily
Cover Material that has been improved in a manner not outlined in the above mentioned NCDEQ
document by performing an abbreviated demonstration period. If the facility wishes to use an
Alternate Daily Cover Material not previously approved by the Section, the operator must
complete a demonstration process.
Excavated material from on -site borrow areas may be used to supply daily and intermediate
cover requirements. To conserve soils and landfill space, daily and intermediate cover may be
scraped back immediately before placement of additional waste on top of the previous lift, and
then reused as cover material. Daily and intermediate cover should be graded to drain away from
the active working area.
Subsequent Lifts -After the first lift is safely in place; normal operating procedures can be used in
placement of subsequent lifts. Trucks and compactors are permitted to operate on these lifts.
Bulky wastes delivered to the facility, and any stockpiled bulky wastes received during
construction of the first lift, can be filled in subsequent lifts. Daily operating procedures include
positioning traffic controls and applying daily and/or intermediate cover. Soil erosion control and
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site maintenance tasks shall be implemented throughout the development of all lifts. Once the
final landfill elevations have been reached, final cover may be applied to the landfill.
Filling Procedures -Phasing plans presented on the Operation Plan drawings provide details for
refuse cell development as well as other details associated with landfill development.
The refuse cell is the basic building block of a sanitary landfill. It is composed of several
compacted layers of waste and enclosed by cover material.
Working Face
The working face is that portion of the uncompleted cell on which additional waste is spread and
compacted. The working face will be kept as small as feasible based on operational conditions
each day. Typically, the working face will be approximately 250 feet in width in order to manage
incoming waste vehicles and waste compaction and covering equipment. The length of the
vehicle turning area in front of the working face will be approximately 400 feet.
Although the landfill will generally operate with a single working face, there will be occasions
when multiple working faces are needed to accommodate physical constraints (i.e. the opening of
a new cell, final grading associated with slope closure, etc.), inclement weather, or the
management of certain special waste.
Dumping -When dumping from toe of slope, waste should be dumped 10 feet from the toe of the
working face and pushed up the slope. For safety purposes, a minimum 8 to 10-foot separation
should be maintained between refuse trucks. In order to prevent loads of waste from being
dumped too far away from the toe, refuse trucks can back toward the toe, following a path
created by the equipment pushing refuse into the working face.
When top dumping, waste should also be dumped as near to the edge of the active working face
as safe operations permit. Truck separation, as discussed above, should be maintained.
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Pushing, Spreading and Compacting -Proper cell construction involves pushing, spreading, and
compacting. These functions can be accomplished with a compactor and/or bulldozer.
• Pushing is the action of moving waste from the tipping location into the working face;
• Spreading will be done by either a compactor or bulldozer. The purpose of the spreading
action is to distribute waste over the working face in a thin layer (about 2 feet). Higher
in -place densities can be achieved by compacting in thin layers; and
• Good compaction is achieved by operating the landfill compactor up and down the
working face after waste has been spread into a thin layer. Proper compaction of the
waste will extend landfill life and reduce litter and bird problems. To maximize
compaction, the working face should be kept at a maximum slope of 3 horizontal to 1
vertical. The Site Manager or his designee will periodically verify compaction
procedures.
• Stormwater surface control berms or swales will be used to prevent surface water run-off
that has contacted the active working face from entering the stormwater collection
system.
5.14 MANAGING SPECIAL WASTE
Management of Special Waste will follow those guidelines outlined in the Special Waste Quality
Assurance Plan, Appendix E.
5.15 PLACEMENT OF WASTE IN STATE WATERS
The Landfill will not deposit solid waste in State waters and will not allow the waste to enter
such waters.
5.16 EQUIPMENT
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The Landfill will provide the equipment needed to perform landfill operations. The Landfill will
utilize more or less equipment on the site as is necessary.
In the event of equipment failure or break -down, the Landfill will make arrangements for
substitute equipment within 24 hours.
5.16.1 Leachate Removal System
Leachate generated in the landfill will flow by gravity to the leachate removal sump in each cell
from the sump, leachate shall be pumped to aboveground storage tank via a force main. Inactive
cells shall be fitted with a nominal 15 gpm pump. Active cells will be fitted with a 50 gpm (for
cells constructed with granular drainage media) or a 75 gpm (for cells constructed with a
geocomposite) capacity pump. A nominal 100 gpm capacity pump shall be maintained on site as
a back-up in the case of failure of an active cell pump or for use in removing unusual storm
surges from a newly opened cell. At least one spare 15 gpm pump shall be maintained on site for
use in event of the failure of a pump in an inactive cell.
Each pump shall be provided with a pressure transducer and appropriate controls to effect
automatic operation of the pumps. The control system shall also provide for shutdown of all
pumps should the leachate storage basin become full or if liquid in the tank containment area is
detected.
The volume of leachate pumped from the landfill shall be monitored by a flow meter installed in
each leachate riser vault so that cell -by -cell leachate generation can be tracked. Flow meters shall
have digital readouts and provide a totalizer function. Leachate generation data shall be recorded
in one of two ways:
• By manual reading and recording of the flowmeter readings at each cell on a monthly or
more frequent basis; or
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• By electronic signal to a central .readout station or automatic data storage in a computer.
A hard copy summary of leachate generation data shall be prepared at least monthly. A spare
flowmeter and readout device shall be maintained available on site for replacement of
malfunctioning equipment.
The leachate removal system shall be equipped with alarm devices to alert the landfill operator
regarding inoperative pumps and high levels in the leachate collection sumps or leachate storage
basin.
5.16.2 Storage Capacity and Off -site Treatment
The leachate submersible pumps convey the leachate to one (1) existing 350,000 gallon HDPE
lined storage basin via a HDPE dual -containment force main. The leachate is then transferred
from the storage basin by way of a force main for treatment at Anson County's Wastewater
Treatment Plant (WWTP). Two (2) additional lined storage basins will be constructed
throughout the life of Phases 1-5.
The leachate sumps, submersible pumps, and force main were sized based on the anticipated
leachate peak daily flow generated in an open cell. The leachate storage facility was sized based
on the greatest anticipated leachate average daily volume with 14-day storage, generated for the
expected normal operating conditions at the landfill through its life expectancy of 25.14 years
(e.g. waste depth by cell, cell area, phasing sequence). Based on the phasing of the landfill and
leachate generation, it was determined that one (1) 350,000 gallon storage basin will provide at
least 14 days of storage capacity for the anticipated average daily leachate flow rates for Phases
1-3 and Phase 4, Cells 1 and 2. Prior to placing waste in Phase 4, Cell 3, an additional 350,000
gallon storage basin will be constructed. Prior to placing waste in Phase 5, Cell 3, a third
350,000 gallon storage basin will be constructed. A summary of the HELP Model data and
leachate storage requirements are provided in Table 3-1 and a detailed analysis of the storage
requirements during the development of each cell of the landfill is presented in Appendix C.
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The leachate storage basin are designed to provide 14 days of storage based on the average daily
leachate flow for landfill Phases 1-5 generated by the HELP model. The leachate storage facility
will be expanded as required to maintain the minimum storage volume required.
The landfill operator will maintain a recordkeeping system including leachate collected, leachate
head over the liner will be evaluated by the landfill, and leachate pumped to an off -site treatment
facility. These records are updated by the operator on a bi-annual basis to determine trends in
leachate generation that could influence site operation.
5.16.2 Leachate Sampling and Analysis
Leachate discharged to the Anson County Wastewater treatment plant shall be sampled and
analyzed as required by the applicable "pretreatment permit". At a minimum, leachate shall be
sampled semiannually in conjunction with site water quality sampling and analyzed for the same
parameters as the groundwater (refer to the facility Water Quality Monitoring Plan).
Sampling ports shall be provided at the headworks of the leachate pump risers such that leachate
from each cell can be sampled individually, if necessary.
The existing leachate storage tanks will be taken out of service, the tank shall be dismantled and
the tank area closed in accordance with the following procedures:
1. Prior to dismantling any of the storage tanks or other appurtenances, an environmental
characterization will be performed to assess the presence and extent of any contaminants in
and around the storage facility. This assessment will include obtaining samples of the sludge
from the bottom of the tank, soil samples just below and outside the secondary containment
slab, a concrete core of the containment slab, and wipe samples from the inside and outside
walls of the tanks. These samples will be analyzed for the following parameters:
• Volatile Organic Compounds;
• PCBs;
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• RCRA Metals;
• Total Petroleum Hydrocarbon; and
• Other contaminants of concern, as needed.
2. Based on the results of the environmental characterization a tank specific work plan shall be
developed.
3. The liquid and the sludge will be removed from the tank and disposed appropriately based on
the results of the above characterization. Any contaminated soil will be excavated and
disposed appropriately. The contaminated soil excavation (if any) will be backfilled with
"clean" fill. The tank and other appurtenant structures will be dismantled and disposed
appropriately.
4. All pipes leading to the tank will be disconnected and securely capped or plugged.
5. The concrete containment walls shall be thoroughly broken up and the containment area
backfilled with clean soil, graded to match the surrounding ground, and seeded.
5.17 COMPACTION AND COVER
5.17.1 Waste Compaction and Lift Thickness
With the exception of the fluff layer, all waste will be spread in layers approximately 2 feet in
thickness and compacted. Lift heights will be sized to accommodate the incoming waste volume.
Given the expected waste volume at the landfill, the typical lift height will be approximately 15
to 20 feet. This will allow the landfill operator to maintain a confined and efficient working face.
5.17.2 Daily Cover
Daily cover comprised of 6 inches of compacted soil or other approved alternative material will
be placed on the working face and other exposed waste at the end of each operating day. If
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conditions warrant (such as adverse weather or excessive wind), daily cover will be applied at
more frequent intervals. Daily cover will also serve as a firebreak.
Asbestos containing materials will be covered as described in the Asbestos Management and
Disposal Plan, Appendix D.
Removal of daily cover prior to waste placement will only occur during normal weather
conditions. Removal of daily cover will not occur during periods of high winds or heavy
precipitation. The daily cover removed prior to waste placement will be stockpiled adjacent to
the working face for use at the end of the working day.
5.17.3 Intermediate Cover
An additional 6-inch layer of compacted soil will be placed whenever an additional lift of waste
will not be placed within 30 days. All areas with exposed intermediate cover will be inspected
weekly. Additional compacted soil will be placed to repair cracks and erosion as necessary.
5.17.4 Final Cover
The placement of final cover will follow the schedule provided in the Closure/Post-Closure Plan.
An alternate schedule may be approved by NCDEQ. Upon reaching final grade, all areas will be
covered with a minimum of 12 inches of intermediate cover soil and then seeded. These areas
will be inspected quarterly and after every major storm event for excessive erosion, and will be
repaired accordingly. These areas will be maintained until the construction of the final cover
system.
The landfill will be closed with a final cover system in accordance with the Closure/Post Closure
Plan (Permit to Construct Application). The final cover system construction will be initiated
when a closure phase is to final grade or when an area of 25 acres has reached final grade
elevation. The landfill will perform an aerial survey each year and will determine areas that have
reached final grade elevation.
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In the event that areas of the landfill reach final elevations in advance of the proposed closure
phasing, the landfill shall not have any area greater than 25 acres at final grades without final
cover or in the process of receiving final cover.
Upon reaching intermediate grade, all internal slopes will be covered with a minimum of 24
inches of cover soil and then seeded. These areas will be inspected quarterly and after every
major storm event for excessive erosion, and will be repaired accordingly.
5.17.5 Vegetative Cover
After the final cover has been placed, a vegetative cover must be established and maintained on
all final cover areas. The vegetative cover must be established within 4 months after final
placement or as seasonal conditions allow.
5.17.6 Borrow Areas
The Landfill has access to off -site and on -site borrow areas to handle the daily cover and
construction material needs for landfill operations. Borrow areas, which will be periodically
located within the facility boundary will have stormwater management and erosion control plans
that have been developed in accordance with NCDEQ guidelines. Temporary stockpile of borrow
soils will be placed at the location designated by the landfill operator and have appropriate
erosion controls.
5.17.7 Alternative Daily Cover
Alternative daily covers which have been approved are petroleum contaminated soils, auto
shredded fluff, and Seaboard solids.
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The use of alternative daily cover that is not currently outlined above requires inclusion in this
Operations Plan and a procedure for using the alternative daily cover to be included in the plan,
per NCAC .1626(2)(b). Any alternative daily cover approved by NCDEQ at any sanitary landfill
in North Carolina may be used at all sanitary landfills in North Carolina per NCGS 130A-295.6.
The following alternative daily cover may also be used at the facility:
Foundry sand, foam, a fabric blanket or other approved material that will control odors, blowing
litter, and vectors.
Requests for alternative daily cover approval must include a plan detailing the comprehensive
use and a demonstration of the effectiveness of the alternative daily cover. The plan must be
developed according to Section guidelines. The use of alternative daily cover must be
documented within the facility operating record with the procedures for using the alternative
daily cover material according to the "Approved Alternative Daily Cover Materials" document
from NCDEQ Solid Waste Section. A copy of the notice in the facility record shall be sent to the
Permitting Branch Supervisor of NCDEQ Solid Waste Section and the facilities Environmental
Senior Specialist.
5.18 SAFETY AND EMERGENCY RESPONSE
The Landfill will implement the Safety Plan provided in Appendix A and the Emergency
Response Plan provided in Appendix B.
The following plan generally describes requirements for emergency response, including
firefighting procedures:
Pursuant to state regulations, an emergency contingency plan which delineates procedures for
responding to fire, explosions, or any unplanned, sudden and non -sudden releases of harmful
constituents into the air, soil, or surface water, will be submitted to the local police and volunteer
fire department. The emergency plan contains:
1. A description of the actions landfill personnel shall take in the event of various
emergency situations;
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2. A description of arrangements made with the local police and fire department which
allow for immediate entry into the landfill by their authorized representatives would the
need arise, such as in the case of personnel responding to an emergency situation; and
3. A list of names, addresses, and phone numbers (office and home) of all persons qualified
to act as emergency coordinator for the landfill. This list will be kept up-to-date. Where
more than one person is listed, one shall be named as the primary emergency coordinator
and the other(s) shall be listed in the order in which they will assume responsibility as
alternates.
The referenced plan specifically addresses fire prevention and protection, as well as firefighting
procedures in the event of a fire. Certain precautions will decrease the potential for fire at the
landfill. These include limiting smoking to designated areas, refusing acceptance of hazardous
waste which could possibly have characteristically low flash points, and performing load
checking for ignited or "hot" loads of wastes entering on trucks or other vehicles. Minimum
setback distances of buildings from fuel tanks, proper fueling procedures, and routine
maintenance and preparation of equipment will also contribute to fire prevention
In the event that a fire does develop, immediate steps will be taken to rectify the situation. The
steps taken in reaction to a fire depend on the cause and location of the fire. Typical steps include
isolation of the burning material and application of a fire -retarding agent such as soil, water, or
other material. Following are three potential situations involving the development of a fire and
the appropriate response:
1. If a fire occurs within the waste, affected waste will be removed to a safe distance as
soon as possible. If a subsurface fire occurs at the landfill, the material will be dug out or
suffocated until the fire is extinguished.
2. If a fire occurs at the working face of the landfill, the materials will be isolated from
other combustible materials in a manner which will not cause danger to the employees
and which will provide protection against spreading of the fire. Determining the
characteristics of the burning material will allow the fire fighter to choose the most
appropriate method to douse the flames (i.e., soil, water, or other appropriate methods). If
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the burning material has not been adequately extinguished, other methods may be
required and the local fire department may be contacted.
3. If a fire occurs in a load on an incoming truck, it will be detected by the gate attendant or
by the equipment operator. The smoldering material will be unloaded to a remote area if
possible. After unloading, the burning materials will be extinguished by placing cover
material over the surface. If required, the landfill will contact the local fire department
Each piece of heavy equipment will be equipped with a multi -purpose fire extinguisher. A soil
stockpile will be located near the working face of the landfill which will provide additional aid in
extinguishing small fires that are too large to control with fire extinguishers. Fire extinguishers
applicable to the chemicals and operations at the landfill will be strategically placed at accessible
locations within each building. Furthermore, a clearance around heaters and light equipment will
be maintained in order to prevent the potential for ignition of combustible materials.
The local fire department will be contacted to supply fire and emergency services to the landfill.
If necessary, the fire department will be provided with access to any landfill equipment which
would help with emergency response. Access throughout the landfill can be achieved on
permanent and temporary roadways, or with the assistance of onsite heavy equipment.
5.19 INSPECTION PLAN
5.19.1 Inspection
Weekly:
Leachate storage basin (exterior)
Monthly:
Leachate removal pumps
Stormwater management system
Cover in completed areas
Leachate force main
Quarterly:
Stormwater management system
Semi -Annually:
Leachate removal pumps and pipelines
(including flow meters, valves and risers)
Schedule
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Annually: Main stormwater ditch around landfill to
detention basin
Topographic survey of cover
Leachate storage basin (interior)
5.19.2 Incoming Waste
Waste delivered to the landfill will be inspected for unacceptable wastes as discussed in
Appendix C.
5.19.3 Leachate Collection System
The landfill leachate collection system (LCS) is placed over the landfill's base liner system
geomembrane utilizing a drainage geocomposite, 24 inches of earthen material
drainage/protective cover, collection pipes, and submersible pumps. The LCS external to the
landfill consists of forcemain pipes, manholes, cleanouts, and storage basin. Guidelines for
inspection of the leachate collection system are provided below.
• Cleanouts and manholes -inspect annually;
• Leachate storage basin -liquid level inspection each operating day and interior of basin
inspection every 5 years;
• Leachate pumps -inspect for operation each operating day and as recommended by the
manufacturer;
• Forcemain cleanouts and manholes - inspect at the end of construction and every
six months thereafter until evidence of siltation is minimal, then annually. Leachate
Collection Piping — The leachate collection lines and cleanouts will be inspected via
CCTV at the end of construction and at least every 5 years thereafter. If CCTV
inspection indicates that cleaning is needed, the leachate collection lines will be pressure
cleaned with a high -velocity jet cleaning system through the cleanouts. The high
pressure water jetting will be used to remove and to minimize any bio-mass and/or
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sediment buildup in both the pipes and the perforations in pipes. Effort will be made
through the use of a vacuum truck or other mechanism to minimize the introduction of
water containing high silt from entering the sump; and
• Leachate Collection Sump — Flow data from the leachate collection sumps will be
measured and recorded on a continuous basis. A declining trend in flow rate or
significantly low flow rates will be used as an early indicator of potential blockage or
other leachate collection system restriction. The pump station will be monitored on a
daily basis. If monitoring indicates the potential of a leachate collection system
restriction, the system will be inspected via CCTV and may be flushed and/or cleaned as -
needed.
Care must be taken when inspecting all leachate facilities. There is the potential for the build-up
of methane in structures and pipes, and there is potential for dermal contact with leachate. A
Safety Plan is provided in Appendix A.
5.19.4 Landfill Gas System
The effectiveness of the landfill gas system is dependent upon regular inspection of critical
system components. The landfill gas system will be operated and inspected in accordance with
the Landfill Gas Management Plan (see Permit to Construct Application), and in accordance with
applicable state and federal regulations.
5.19.5 Storm Water Conveyance
The storm water conveyance system is comprised of swales, channels, sediment collection basins
and detention basins. The components of the system will be inspected quarterly and following
major storm events. Tack -on swales, diversion ditches, and rock check dams will be used for
surface water control measures to prevent run-on/ run-off onto the active working face.
During inspection of the sediment collection basins, the integrity of the basin and outlet structure,
as well as the depth of sediment accumulation, will be checked and recorded. Removal of
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accumulated sediment will occur as needed to maintain proper operations. It is recommended
that the sediment be removed at least once every 2 years during active waste placement within
the drainage area.
5.19.6 Erosion and Sediment Controls
Erosion and sedimentation controls will be inspected in conjunction with the inspection of the
storm water conveyance system.
5.19.7 Cover Maintenance
Cover maintenance includes both cover soil and vegetation. The inspections performed monthly
will help in assessing the cover condition to verify the integrity of the cap (e.g., check for
cracking due to differential settlement, erosion or desiccation), and condition of the vegetation.
Areas of ponding or substantial differential settlement will be checked to determine the cause. If
a significant problem with the cover, vegetation, perimeter berms, erosion, or drainage structures
is identified, work orders will be issued to correct the problems.
Timing of repairs will be dependent on the nature of the repair. Minor filling to eliminate
ponding, and reseeding and fertilizing of disturbed or problem areas can be accomplished with
little delay. Major repairs, such as extreme erosion, significant local instability of slopes, or
substantial settlement, might require evaluation and design prior to implementing final repairs.
Thus, in some cases, final repairs could be delayed. In this case, temporary repairs will be
performed until a final solution is determined.
If repairs are necessary to the lined cover ditches to correct run-off containment system
problems, it is essential that the repairs be undertaken prior to winter and spring snow -melt.
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Repair of damages to the cover resulting from erosion and differential settlement may include
backfilling, replanting and stabilizing eroded areas, providing additional drainage facilities to
prevent future erosion, refilling depressions, repairing cracks in the cover, and re -vegetating
disturbed areas.
Additional detail on maintenance to the environmental control system following partial or final
closure of areas can be found in the closure and post -closure plan for the landfill.
5.19.8 Operating Equipment
Equipment used for landfill activities will be inspected daily, before use, to check for visible
signs of deterioration or malfunction. In addition, the equipment will be inspected and
maintained in accordance with manufactures recommendation. A list of the equipment used at
the landfill is below:
CATERPILLAR
836H
2O15
Landfill Compactor
CATERPILLAR
836K
2015
Landfill Compactor
CATERPILLAR
836H
2O22
Landfill Compactor
CATERPILLAR
826G
2000
Landfill Compactor
CATERPILLAR
D6NLGP
2015
Tracked Dozer
CATERPILLAR
D6N
2008
Tracked Dozer
CATERPILLAR
D8T
2015
Tracked Dozer
CATERPILLAR
D8T
2018
Tracked Dozer
CATERPILLAR
D8R
2003
Tracked Dozer
CATERPILLAR
D8T
2018
Tracked Dozer
CATERPILLAR
320
2012
Excavator
CATERPILLAR
330CL
2006
Excavator
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CATERPILLAR
336E
2015
Excavator
VOLVO
A40D
1998
Articulated Dump Truck - 40 Ton
VOLVO
A40D
2006
Articulated Dump Truck - 40 Ton
VOLVO
A40G
2015
Articulated Dump Truck - 40 Ton
VOLVO
A40G
2015
Articulated Dump Truck - 40 Ton
KENWORTH
KW WT
2008
WATER TRUCK
CATERPILLAR
416B
1993
BACKHOE UTIL
CATERPILLAR
420E
2011
BACKHOE UTIL
CATERPILLAR
279D
2016
TRACKED SKID LOADER
JOHN DEERE
5510
2000
TRACTOR UTILITY
CATERPILLAR
938G
2000
WHEEL LOADER
CATERPILLAR
140G
1988
MOTOR GRADER
MORBARK
4600
2004
Horizontal Grinder
DODGE
RAM 1500
2013
Site Truck
FORD
F150 4 X 4
2015
Site Truck
CHEVROLET
2500
2016
Pick Up Truck
CHEVROLET
1500
2011
Pick Up Truck
FORD
F150
2007
Pick Up Truck
Light
Ingersol Rand
Source
2000
Light Plant
Light
Ingersol Rand
Source
2011
Light Plant
Equipment will be subject to preventive maintenance as recommended by the manufacturer (or
Waste Connections of the Carolinas, Inc. internal PM program) and recorded.
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The Landfill will maintain equipment in proper working order and will have ready access to
temporary replacement equipment in the event of an emergency.
5.19.9 Areas Subject to Spills
Potential areas subject to spills include the leachate storage basin, the leachate load -out area, and
the fuel storage area. The leachate storage basin and fuel storage areas will have secondary
containment in the event of a spill. Leachate load -out will be conducted over a concrete pad with
a sump to capture spills that may occur during load -out.
5.19.10 Groundwater Monitoring System
A site -specific groundwater monitoring program will be maintained for the landfill in accordance
with all applicable federal and state regulations. The program will monitor the groundwater at the
landfill and verify that the landfill is functioning as intended, as well as provide an early warning
system in the unlikely event of a release. Copies of all required monitoring tests will be provided
to the County during the life of the landfill. The groundwater monitoring network to be installed
will, in turn, be based upon the site hydrogeological investigation, the landfill design, and the
groundwater impact assessment. Monitoring wells will be constructed in accordance with all
applicable local, state, and federal requirements.
A list of groundwater monitoring parameters, sampling frequencies and reporting requirements
are provided in the Groundwater Monitoring Plan, as amended. The groundwater monitoring
wells identified therein will require sampling during active landfill operation and during the post -
closure care period.
Each time water levels are measured or a groundwater sample is collected, the integrity of the
well will be inspected. A record of each inspection will be made and kept on file at the landfill.
The following will be recorded during each inspection:
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• Check well identification and make sure it is clearly marked;
• Check the protective casing for damage or corrosion;
• Check the concrete surface seal for cracks;
• Check the casing lock; and
• View the well casing and check for damage.
If any damage is detected, the well will be repaired, if possible, or replaced before the next
scheduled sample event if repair is not possible.
5.19.11 Safety Equipment
The Landfill will maintain safety equipment for use by personnel. The safety equipment will be
maintained in proper working condition and will be subject to periodic inspection.
• Fire Extinguishers. Fire extinguishers will be provided in landfill operations equipment
and in all structures as prescribed by the local fire code. Each will be inspected in
accordance with the recommendations of the manufacturer;
• First Aid Kits. First aid kits will be kept in conspicuous locations as designated by Anson
County Municipal Solid Waste Landfill's site safety officer. Each kit will be inspected
monthly and restocked as may be necessary;
• Personal Protective Clothing. Personal protective clothing such as hard hats, safety vests
and protective eye wear will be periodically inspected for wear and replaced as necessary;
• Detection Devices. Devices for monitoring work areas will be maintained in accordance
with the recommendations of the manufacturer; and
• Emergency Lighting. Emergency lights will be inspected and tested in accordance with
the recommendations of the manufacturer.
A site safety plan is provided in Appendix A.
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6.0 COMPOST FACILITY
The Landfill will perform composting activities on site. Please see Appendix F for the Type I
Composting Application.
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7.0 CONTROL & MONITORING OF LIQUIDS AND GAS
7.1 LEACHATE
7.1.1 Collection and Storage
Each cell of the landfill will have a liner and leachate collection layer. The leachate collection
layer consists of a 24 inches drainage layer constructed with porous earthen materials, drainage
geocomposite, and pipes, and will direct leachate to a low point with a sump. The sumps will
have a submersible pump to remove leachate from the collection layer and direct the leachate, via
a pressure sewer, to an on -site leachate storage area. The pumps will operate automatically based
on the liquid level in the sumps.
Leachate is currently collected at the storage basin and pumped into a tanker truck for leachate
recirculation by spraying directly onto the working face of active cells, in accordance with the
Leachate Recirculation Operations Plan (See Appendices).
7.1.2 Disposal
Disposal of leachate from the landfill will occur by transporting leachate via a forcemain to the
Anson County WWTP.
7.2 GAS MIGRATION MONITORING
Gas migration monitoring is required at the perimeter of the landfill property line and must be
performed in accordance with the requirements of 15A NCAC 13B .1626 and as described in the
Landfill Gas Management Plan (Permit to Construct Appendix F, Landfill Gas Management
Plan).
Since the Landfill will be lined and active landfill gas collection and treatment is to be
implemented as each phase is completed, potential for landfill gas migration through the ground
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is limited. Nevertheless, monitoring is to be implemented to verify that explosive gas levels in
on -site structures (excluding gas control and leachate collection facilities) are less than 25
percent of the lower explosive limit (LEL) and that explosive gas levels at the facility property
boundary are less than the LEL.
Automatic sensors and alarms shall be installed in each on -site structure to provide continuous
monitoring of building atmosphere.
Monitoring probes shall be installed between the landfill and the property limits as indicated on
the engineering drawings. The landfill has 12 monitoring probe locations and these probes shall
be monitored quarterly with a portable combustible gas meter.
Should explosive gas levels exceeding the specified limits (>25 percent LEL in buildings, LEL at
property boundary) the Site Manager shall:
• Take all necessary steps to ensure protection of human health and safety; and
• Notify the NCDEQ.
Within 7 days of detection, the Site Manager will place written records of the gas levels detected
and a description of the steps taken to protect human health. Within 60 days of detection, a
remediation plan for landfill gas control must be implemented and written notice of same placed
in the facility operating record and forwarded to the NCDEQ.
7.3 GROUNDWATER MONITORING
Groundwater monitoring must be performed in accordance with the requirements of 15 NAC
13B .1630 -.1634 and as described in the Permit to Construct Application Water Quality
Monitoring Plan, Appendix F.
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8.0 RECORDS AND REPORTING
The Landfill must maintain records related to the operation of the landfill, including:
• A log of the date, quantity by weight or volume, and origin of solid waste received at the
landfill;
• A log of special wastes as described in the Special Waste Quality Assurance Plan
(Appendix E);
• A record of asbestos containing material accepted at the landfill and the areas of the
landfill where such waste is disposed;
• A record of the quantity of leachate collected, and the volume taken off -site for treatment
and disposal; and
• Copies of environmental monitoring reports.
• Closure and Post -Closure cost estimates and financial assurance documents.
Table 8-1 displays a list of items/events which must be routinely recorded and keep on file or
submitted to Anson County or NCDEQ Drawings showing the actual location of all construction
elements will also be supplied to the County upon completion of each cell.
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TABLE 8-1
Type of Record
Frequency of
Submitted to
Frequency of
Submission
Facility Inspection
As needed
Kept at landfill
N/A
Records
Training Record
As needed
Kept at landfill
N/A
Gate Log Wastes
Daily
Kept at landfill
N/A
Received
Recycling Report
As needed
County
Annually
Special Waste
As needed
Kept at landfill
N/A
Determination
Post -Closure
Per Closure -Post Closure Plan
Inspections
Load Rejections for
As needed
NCDEQ, kept at
Report to NCDEQ
Unacceptable Wastes
landfill
Within 24 hours
Construction
As new elements
County, NCDEQ,
As each cell is
(as -built) Drawings
Are completed
kept at landfill
completed
Operational Berm
As new elements
County, NCDEQ,
As each cell is
Valve Opening and
Are completed
kept at landfill
completed
Flap Removal
Accident Report
After each on -site
Kept at landfill as
Quarterly
Required by OSHA
Gas Monitoring
Quarterly
Kept at landfill
Immediate to
NCDEQ if >25%
LEL in buildings>
LEL at property line
Water Quality
Per Water Quality Monitoring Plan
Monitoring
Leachate Generation
Monthly
Kept at landfill
N/A
(per cell)
Leachate Disposal
Per Pretreatment Permit
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A standard checklist for facility inspections is to be developed and appropriately updated as cells
and facilities are brought on-line. Facility Inspection Records shall be kept for a minimum of 5
years.
A record of observed climatic conditions shall be maintained at the landfill. Such observations
need not include detailed statistical data but rather are to present qualitative observations.
Climatic conditions shall be recorded daily at the landfill. A rain gage is to be maintained for
determining daily precipitation.
All information contained in the operating record must be furnished upon request to the NCDEQ
or be made available at all reasonable times for inspection by the NCDEQ.
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9.0 WASTE CONNECTIONS OF THE CAROLINAS, INC. SPECIAL
WASTE MANAGEMENT POLICY
9.1 PURPOSE
The purpose of this policy is to comply with all laws, roles, and/or regulations pertaining to the
generation, transportation, and/or disposal of special waste and minimize any impact resulting
from the handling of any waste material which requires special handling techniques or which
contains material other than would routinely be contained in normal municipal solid waste. This
policy is also intended to minimize any paperwork burden on our customers.
9.2 APPLICABILITY
This policy applies to all special wastes which are generated, transported, and/or disposed of at
Waste Connections of the Carolinas, Inc., or its subsidiaries.
9.3 POLICY STATEMENT
It is the policy of Waste Connections of the Carolinas, Inc. and its subsidiaries to:
a. Comply with any and all laws, rules, and/or regulations pertaining to the generation,
transportation, and/or disposal of special waste;
b. Identify any waste material other than routine municipal solid waste which may require
special handling and/or permitting prior to the handling of said material by Waste
Industries, Inc. or its subsidiaries;
C. Evaluate the physical, chemical and biological characteristics, compatibility with other
waste and other potential impact to employees, property or the environment;
d. Review the information and make a decision on acceptability while maintaining customer
dialog; and
e. Handle and/or disposal of the special waste in a manner which minimum impact to
employees, property, or the environment.
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9.4 IDENTIFICATION OF SPECIAL WASTE
It is the responsibility of the landfill site management, either directly or through a designee, to
identify and characterize special waste that is generated or handled by the company and maintain
compliance with this policy and pertinent laws and/or regulations. In addition to customer
requests for special waste services, the management shall also evaluate all other waste generated
or handled by the company to determine if this policy applies to said waste. Furthermore, it is the
responsibility of the landfill site management, either directly or through a designee, to train
appropriate employees to identify potential special waste generated or handled by the company.
Each waste material suspected of being special waste must be evaluated to determine if this
policy applies and if so, must be reviewed for acceptability prior to handling by Waste
Connections of the Carolinas, Inc., or its subsidiaries.
Special waste is defined as: any waste material which, because of its physical characteristics,
chemical makeup, or biological nature requires either special handling procedures or permitting,
or which poses an unusual threat to human health, equipment, property, or the environment.
Generally, special waste can include:
• Liquid sludge and/or paste type material;
• Containerized materials (i.e., tank trucks, barrels, drums, pails, etc.);
• Chemical compounds or petroleum products -new or used;
• Fine powders or highly dusty materials;
• Demolition waste coming from industrial facilities;
• Asbestos containing materials;
• Debris and/or residue from spill cleanup work;
• Underground storage tank remediation material;
• Industrial process wastes;
• Pollution control wastes;
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• Ash from fires, furnaces, boilers, or incinerators;
• Off -specification products (in large quantities) (i.e., food, consumer or industrial
products); and
• Other materials defined as special waste by State or Federal rules and/or regulations.
9.5 EVALUATION OF SPECIAL WASTE
The evaluation process begins with a discussion between sales or management representatives
and the potential customer (or broker for generator) of the waste. An assessment of special
handling requirements and a determination of the chemical characterization needs are to be
achieved. If there are questions on what chemical characterization is necessary, refer to the
Environmental Compliance Department.
There are three (3) potential levels of evaluation required for any special waste generated,
handled, brokered, or disposed of by the company:
a. Special waste to be disposed of in a Waste Connections of the Carolinas, Inc. subsidiary
landfill regardless of who generated, handled or brokered the material requires evaluation
and characterization of the waste and approval PRIOR to acceptance. It is the landfill's
responsibility to assess the incoming loads of the waste material.
b. Special waste handled or brokered by Waste Connections of the Carolinas, Inc., or
subsidiary hauling company, but, NOT disposed of in a Waste Connections of the
Carolinas, Inc., subsidiary landfill.
Our company chooses the disposal site and requires evaluation and characterization of the
waste and approval prior to disposal. If a third party disposal site requires similar
characterization and approval, their program may be accepted provided its documents that
the waste is not hazardous or toxic. Copies of the approval must be retained.
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Our company is directed in writing by the generator or the State to utilize a specific
disposal site. Requires certification that the material is not hazardous or toxic waste,
disposal is in compliance with State and/ or Federal regulations and documentation of the
choice of disposal site was made by others. This certification can be in the form of a letter
from the generator.
C. Special waste generated by Waste Connections of the Carolinas, Inc. or its subsidiaries,
but not disposed of in a company landfill requires the evaluation and characterization of
the waste and approval prior to disposal.
The customer is required to complete the appropriate Generator Special Waste Profile
Sheet, sign a Service Agreement, and must include laboratory analytical data
documenting the information provided along with any miscellaneous forms required by
the State. The chemical analysis must be less than 1 year old and performed by a third
party analytical laboratory which is certified by the State (or which is acceptable to the
company if State certification is not present). The Generator Special Waste Profile Sheet
can be modified to incorporate site -specific or subsidiary -specific information. However,
modifications to the Generator Special Waste Profile Sheet must be approved by the
Environmental Compliance Department -"IN WRITING% prior to utilization of the
modification. All Generator Special Waste Profile Sheets and analytical reports must
include sufficient information to make a determination of the acceptability of the waste.
9.6 APPROVAL PROCEDURE
It is the landfill site management's responsibility to assure that special waste is identified,
properly evaluated and reviewed for approval prior to acceptance of the material for handling
and/or disposal. Landfill site management or its designee shall review the information supplied
through the evaluation process and make a determination on the acceptability of the waste.
Consideration should be made of compatibility with other waste received, potential impact to
personnel and equipment, and compliance with governing laws, rules and regulations. Approval
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can be granted conditional on routine chemical analyses based on the variable nature of the
composition of the waste.
Once landfill site management, or its designee, has determined that a particular special waste is
acceptable, they must assemble the appropriate information characterizing the material and
submit to the Environmental Compliance Department for final approval. No special waste is to
be accepted for handling, transporting, brokering and/or disposal prior to the written approval by
the Director of Environmental Compliance or his/her designee. The designee of the Director of
Environmental Compliance may be a third party engineering company or person who is familiar
with the Federal and State rules and regulations and the restrictions of facility environmental
protection mechanisms.
Copies of all approved Generator Special Waste Profile Sheets must be maintained at the landfill
and the transportation company which handled, brokered and/or disposed the waste. Copies of
the final State Approvals (where applicable) must also be maintained at the Environmental
Compliance Department.
9.7 TERM OF APPROVAL
1. The extent of special waste approval will be based on the following:
a. The expiration date of required State approval or permit;
b. A change in the process generating the waste which could affect the characteristics or
composition of the waste;
c. Expiration date of Special Waste Service Agreement; and
d. Three (3) years from the date of the original laboratory analytical report.
If a term of approval has expired, but the waste material has not changed in composition, the
waste may be recertified under the same Generator Special Waste Profile Sheet along with the
Generator Special Waste Recertification form. However, anytime a State approval or analytical
parameters are required for a specific waste, a new profile must be prepared. A new analytical
report is required at least once every 3 years.
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9.8 LANDFILL SPECIAL WASTE ACCEPTANCE PROCEDURES
9.8.1 Pre -Acceptance
No special waste can be accepted unless that waste is approved prior to disposal.
Before special waste can be shipped to a company landfill for disposal, the material must be
evaluated and prequalified. The Waste Profile Sheet and analytical report will be reviewed and
qualified for either acceptance under existing permits or subsequent submittal to the regulatory
agency for authorization. The generator will be notified in writing, either by the company or by
the state agency (where applicable) when the material has been approved or denied for
acceptance.
A copy of the Generator Waste Profile Sheet and approval letter for each waste stream will be
maintained at the landfill for the purpose of comparison with the incoming load. A tracking
system must be compiled to track the status of incoming approved waste streams. The tracking
database, the original Generator Waste Profile Sheet, and the approval letter will be maintained
in the main administrative offices of the landfill.
9.8.2 Gate Acceptance Procedures
A Special Waste Acceptance Checklist shall be utilized as a guide for facility personnel during
inspection and prior to acceptance of shipments of non -hazardous special waste. This checklist
must be utilized for each load of waste arriving at the gate. The checklist is to be posted at the
landfill's acceptance gatehouse.
Following are instructions for using the checklist as a guideline:
Item 1 - Approval Letter Verification
If no written waste stream approval letter is on file at the site, facility personnel shall call the
main administrative office to verify whether the waste stream was in fact approved. A current file
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(organized by generator) of all waste stream applications received and the status of their
review/approval will be maintained at said office. If the approval cannot be verified, the load
MUST be rejected. However, landfill management must be contacted before any load of special
waste is rejected.
Item 2 - Manifest Verification
a. If the manifest accompanying the shipment is not on a current manifest form, the load
may be accepted if the information is transferred onto an updated manifest and a
discrepancy is noted on the form. Copies of the original (incorrect) generator -signed
manifest must be attached to the corresponding corrected manifest copies to document
that the waste shipment was manifested to the facility. Contact must be made with the
generator/broker to obtain and utilize the correct manifest forms for subsequent
shipments.
b. If the manifest is not complete, contact with the generator/broker must be made to
properly complete the manifest by both the generator and the landfill (on all copies). The
discrepancy must be indicated on the manifest.
C. If there is information on the manifest that does not correspond to the information
contained in the approval letter/permit, the generator must be contacted to resolve the
discrepancy. The discrepancy must also be amended and indicated on the manifest.
d. If a discrepancy item involves the lack of the generator's signature, the generator must be
contacted and a follow-up letter must be forwarded to the landfill to indicate the
generator's acknowledgement. If the transporter has not signed the manifest, bring the
item to the driver's attention and allow him to sign the manifest prior to accepting the
load.
e. For all loads, particularly those accepted and billed on a volume basis, the volume on the
manifest will require verification. The transporter trailer will be measured in length and
width in addition to measuring the average height of the waste in the trailer. The
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calculated volume must be within ten percent of that indicated on the manifest. If the
volume is beyond ten percent acceptable margin of error, the generator must be contacted
and the volume discrepancy resolved and noted on the manifest.
Item 3 - Load Inspection
During the visual inspection of the load, note any variation of the waste material from that shown
on the Generator Waste Profile Sheet. Compare the material with the Physical Characteristics
described in the Special Waste Profile Sheet of the waste. If there is a discrepancy regarding
waste variation, contact the landfill management. If the landfill management is not available,
contact the sales representative or Environmental Compliance Department. Landfill management
should discuss any discrepancy with the customer/generator of the load. If the discrepancy
cannot be properly explained, the load may be rejected by landfill management.
Item 4 - Load Sample Collection
Note: Sampling is required once a day per Generator waste stream or as specified by State
agencies or site -specific approvals.
A representative sample of the load will be collected by the following procedure:
oo Utilizing a trowel (and/or shovel), a 20 oz. composite sample will be consolidated from
random samples collected at three separate locations (front, middle and back of trailer) at
verifying depths and placed in a sealable ("ziploc") baggy labeled with the authorization
number, name of generator, date, time and initials of sampler. Facility personnel are to use
protective latex gloves and goggles during sampling.
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Item 5 - Load Fingerprint Testing
(Note: Fingerprint Testing is required once a day per Generator waste stream or as specified by
State agencies or site -specific approvals.)
The collected sample will be subjected to the following "Fingerprint tests": Paint Filter Test (for
presence of free liquids) -EPA Method SW846, 9095
1. Place approximately 5 oz. of the sample into a pain filter that has been secured above a
clear plastic cup.
2. Allow the sample to stand for 5 minutes and observe for any passage of liquid through
the paint filter into the cup.
3. If liquid is observed, the material does not qualify for acceptance as a solid waste and
must be rejected.
Ignitability Test - Open Cup and Flame Method (Solids Ignitability Assessment)
1. Place approximately 5 oz. of the sample in a disposable aluminum container.
2. Light a wooden match and pass the match over the top of the sample several times. Bring
the match as close as possible to the sample without touching it with the flame. Observe
for any "flashes" incurred to the sample or whether the material burns vigorously emitting
smoke. If either a "flash" or combustion of the material is noticed, the material is
considered to exhibit the ignitability characteristic hazard and is subject for rejection.
PH Test -Standard Method of Chemical Analysis 1993
Moisten a small portion of the sample with water. Place a piece of pH litmus paper on the
moistened area. Read the color chart on the litmus paper to determine if the pH is similar to that
shown in the Generator Waste Profile Sheet. If the pH is above 12.5 or below 2, the material
may be rejected. If the paper does not turn color, the pH is as shown on the Generator Waste
Profile Sheet.
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Items 6 - Documentation
After Fingerprint Tests are performed, enter the results on the Daily Operating Log Sheet. The
remaining sample will be returned to the load.
Item 7 - Manifest Acceptance and Mana eg ment
After recording the load in the Operating Log, the landfill facility representative will sign the
manifest for the approved acceptable load. Give the transporter a signed copy. The remaining
manifest copies are to be forwarded to the appropriate facilities. Place the landfill's copy on the
customer manifest file. When a load is rejected, DO NOT SIGN THE MANIFEST. Keep a copy
of the manifest for the rejected load file. Give the remaining manifest copies back to the driver to
return to the generator with the rejected load.
Item 8 - Recording and Tracking Special Waste Loads
An operating log will be maintained on -site at all times for all shipments of non -hazardous
special waste received. The Daily Operating Log -Special Waste Form must be completed and
maintained on a daily basis at the landfill.
The following information for each special waste load must be recorded in the Daily Operating
Log by the landfill ticket agent: Manifest Number, Generator Name, and Waste Description and
Waste Approval Number
Analysis Information: Paint Filler, Flash Point, pH Accepted/Denied and Volume Received
Disposal Location: Quad, Cell, Lift
To be kept current, the Daily Operating Log must be maintained on a daily basis either in a ring
binder to entered in the tracking system.
A Generator Log Sheet -Special Waste Form must be completed and maintained for each
generator waste stream approved for disposal at the landfill. Each special waste load must be
entered on the date it is received. The landfill ticket agent must enter the following information:
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oo Date Received;
oo Incoming Volume;
oo Total Cumulative Volume;
oo Bill to Customer;
oo Hauler;
oo Ticket Number; and
oo Manifest Number.
To be kept current, Generator Log Sheets must be maintained in alphabetical order, by generator
name, either in a ring binder or entered in the tracking system as each load is received.
These forms will enable tracking special waste loads on a daily basis and will assist in the
completion of monthly, quarterly or annual reports required for local, state, or federal regulations
regarding special waste received at the landfill. The forms will also aid management and sales
personnel with their budget projection for upcoming years. The Generator Log Sheet may be
revised to conform to information that is needed in your area; however, any revision must first be
approved by the Environmental Compliance Department.
Interpretation of This Policy
Any questions on policy interpretation or clarification shall be referred to the Environmental
Compliance Department in writing.
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APPENDIX A

V AV 7AW
,iii
APPENDIX A
EQUIPMENT INFORMATION
SAFETY PLAN

V AV 7AV
,iii
TABLE OF CONTENTS
APPENDIX A
1.0 Emergency Procedures
2.0
General Safety Procedures......................................................................................................2
3.0
Safety Procedures For Handling Asbestos Waste
...................................................................3
4.0
Safety Precautions For Equipment Operators.........................................................................4
5.0
Safety Equipment....................................................................................................................6
6.0
Fire Control Plan.....................................................................................................................7
6.1 When Fire Occurs............................................................................................................7
6.2 "Hot Load" Procedures....................................................................................................7
6.3 Fire Extinguishers...........................................................................................................8
7.0
Communications System........................................................................................................9
8.0
Confined Space.....................................................................................................................10

V AV 7AF
,iii
1.0 EMERGENCY PROCEDURES
1. Posting of Procedures - All emergency procedures must be updated as appropriate and after
each emergency. All emergency procedures should be posted in the landfill site office, in
conspicuous places at the site, and at the gate house.
2. Emergency Contact Information - The name, location, and telephone number of the nearest
police, fire department, doctors, medical facilities, and ambulance service should be posted in
the office and maintenance buildings. (see Emergency Response Plan, Appendix B)
3. Instructions of Procedures - All new personnel should be instructed on the emergency
procedures used at the landfill. All employees should be informed of any changes in
emergency procedures.
4. Responsibility of Employee- It is the responsibility of every employee to know and
remember his role in each emergency procedure at the site.

V AV 7AW
,iii
2.0 GENERAL SAFETY PROCEDURES
1. Knowledge of Procedures - All employees at the landfill will know the proper procedures
for reporting accidents, injuries, and fires.
2. Posting of Information - Landfill rules, roadway limits and speed limits on each road will be
clearly posted. Direction of travel and location of curves will be posted. The location of
disposal areas should be clearly indicated.
3. Dumping - For safe operations, the dumping area will be only slightly sloped at all times
and equipment maintained in good repair.
4. Safety Devices - Proper safety devices, such as roll-over protective cabs, will be installed on
all equipment and kept in good repair.
5. Fire Extinguishers - Fire extinguishers will be provided in buildings and on all heavy
equipment Each extinguisher will be appropriate for the types of fires likely and they will be
checked or serviced as appropriate. Discharged fire extinguishers will be removed and
replaced with fully charged units.
6. Employee Alertness -All employees will be alert for hazards at the landfill. Potential hazards
will be reported to the supervisor.
7. Safety Meetings -Safety meetings will be regularly scheduled. Situations that can cause
accidents and ways to prevent them will be discussed. Also, the effectiveness of corrective
action will be discussed. Records will be maintained including attendance of the safety
meetings and the subjects discussed.
8. NO SMOKING near flammable materials, methane extraction facilities, or other designated
areas.

r1AVAAVIAAFi7
3.0 SAFETY PROCEDURES FOR HANDLING ASBESTOS WASTE
All asbestos containing waste shall be disposed of in accordance with Asbestos Management
and Disposal Plan (Appendix E).
2. Asbestos is a known human carcinogen for which no level of exposure .is known to be
without risk. Single exposures may even present a health risk to some individuals.
3. As discussed in the Asbestos Management and Disposal Plan, asbestos waste materials require
special handling, bagging, and sealing requirements. In the event that asbestos containers
are broken or damaged such that asbestos fibers may come in contact with operating
personnel, the precautions listed below regarding protective equipment and clothing shall be
utilized.
4. The maximum feasible level of respiratory protection shall be used by workers engaged in
work with or in close proximity to asbestos -containing material, when such workers are, or
could reasonably be expected to be, occupationally exposed to airborne asbestos.
"Occupationally exposed" means exposed to any detectable level of airborne asbestos at or
above the lowest limit of reliable quantification as determined by the Transmission Electron
Microscopy method (Code of Federal Regulations Title 40, Part 763, Subpart E, Appendix A).
5. An air purifying type respirator approved for use with asbestos shall be worn by all
employees involved in the handling of asbestos waste.
6. An effective respirator program shall be established to include:
a. Written standard operating procedures governing the selection and use of respirator.
b. Medical examination of workers to determine whether or not they may be assigned an
activity where respiratory protection is required.
c. User training in the proper use and limitations of respirators (as well as a way to evaluate
the skill and knowledge obtained by the worker through training).
d. Respirator fit testing.
e. Regular cleaning and disinfecting of respirators.
f. Routine inspection of respirators during cleaning, and at least once a month and after each
use for those respirators designated for emergency use.
g. Storage of respirators in convenient, clean, and sanitary locations.
h. Surveillance of work area conditions and degree of employee exposure.
i. Regular inspection and evaluation of the continued effectiveness of the program.
j. Recognition and resolution of special problems as they affect respirator use (e.g., facial
hair, eye glasses, etc.)
k. Proper respirator use (procedures for donning and doffing respirators when entering and
exiting the disposal area).

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4.0 SAFETY PRECAUTIONS FOR EQUIPMENT OPERATORS
1. Check Equipment - Check equipment for defects before operating. This can best be done
by completing check-out lists prior to starting equipment in the morning. Do not start or
operate defective equipment.
2. Use Stepping Points - To prevent slipping, use stepping points and hand holds when
mounting and dismounting equipment.
3. Keep Debris From Cab- Keep operator's compartment, stepping points, and hand holds
free from oil, grease, mud, loose objects, and solid waste.
4. Look All Ways Before Moving - Protect personnel and other equipment in the area by
looking to the front, rear, and sides before moving equipment. If unsure of the
surrounding conditions, dismount and inspect area.
5. Control Equipment Properly -The operator should control his equipment only from the
driver's seat. Always have equipment under control.
6. Wear Safety Belts and Hard Hats - Always wear seat belts while operating equipment to
provide support and security in the operator's compartment. A hard hat will reduce the
potential for head injuries and should be worn while outside of any equipment.
7. Do Not Mount Moving Equipment - Never mount or dismount from moving equipment.
Wait until the equipment has come to a complete stop and the brake is set before mounting
or dismounting.
8. Carry Only Authorized Passengers - Persons other than the operator should not
normally be allowed on landfill equipment. If it is necessary to carry a passenger, he
should sit in a safe location. The passenger should be performing official duties only.
9. Carry blades and attachments low when equipment is traveling.
10. Check Blind Areas - Never push waste until sure that no person or equipment is in the
blind area ahead of the machine, the blade, or the solid waste. If the operator is not
sure of the surrounding conditions, he should get off the equipment and personally inspect
the area. When operating in reverse, turn around to look in the direction of travel.
11. Maintain Adequate Clearance -When pushing waste, maintain adequate clearance from
other vehicles or obstructions to assure that any falling objects will not strike other
equipment or persons. Equipment should be kept clear of solid waste vehicles.
12. Operate Up and Down Slope -Avoid sidehill travel to reduce the chance of rolling over.
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13. Avoid Excessive Speed - Operating conditions generally determine the speed of
heavy equipment. Under no circumstances should heavy equipment be driven at
excessive speed or operated recklessly.
14. Move Cautiously Over Bulky Objects - When compacting or traversing bulky items,
the operator should proceed with extreme caution to avoid tipping or sudden lurching
movements.
15. Constantly Check Work Area - The operator should constantly check the work area for
the location of other persons or equipment.
16. NO SMOKING near flammable materials, methane extraction facilities, or other
designated areas.
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5.0 SAFETY EQUIPMENT
Certain safety equipment is specified for equipment operator protection. It is the
responsibility of each employee to be sure his safety equipment is in good repair. Each
employee must use his equipment at appropriate times. The proper safety equipment for
equipment operators is listed below.
OPERATOR PROTECTIVE EQUIPMENT
Equipment: Each piece of heavy equipment should be provided with:
oo Roll-over bars
0o Backup warning system
0o Fire Extinguisher
Personal: Equipment operators should have available personal protective clothing:
oo Ear muffs or ear plugs
oo Face shields or goggles
0o Dustmask
oo Rubber or leather (steel toe) boots
oo Work gloves
oo Hard hats
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6.0 FIRE CONTROL PLAN
6.1 WHEN FIRE OCCURS
A. Extinguish small fires with fire extinguisher or smother with soil. Do not remain near
large fires or explosive materials.
B. Determine location, extent, type, and if possible, cause of fire or explosion.
C. Notify on -site personnel and implement safety and fire control procedures.
D. Notify facility emergency coordinator if the fire cannot be immediately controlled. E.
Notify fire department if necessary. Clearly state:
1. Location of landfill.
2. Location of fire or explosion in landfill.
3. Extent of fire or explosion.
4. Type of fire or explosion.
5. Actions now being taken.
6. Injuries.
F. Notify Rescue Squad, if necessary.
G. Notify health care facility, if necessary. H. Notify Police Department, if necessary.
Notify NCDENR (verbal within 24 hours, written within 15 days).
6.2 "HOT LOAD" PROCEDURES
A "hot load" is a load of burning solid waste in an incoming truck. It may be actively burning, but
more likely will just be smoldering. When a "hot load" is discovered in a vehicle, the driver should
be directed to dump the material in an area located away from the actual fill face and cleared of
vegetation and debris. After the "hot load" is dumped, the equipment operator should spread the
material, and then cover it with soil to smother the fire.
After the fire has been extinguished, the material should remain in the cleared area until no evidence
of fire remains. At the end of the day, check to make sure no fire or smoldering remains, and then
place it into the fill. Notify the NCDENR verbally within 24 hours and provide written notice within
15 days.
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6.3 FIRE EXTINGUISHERS
Fire extinguishers should be installed in the following locations:
A. Scale House
B. Maintenance Building
C. Office Building
D. Fuel Storage Area
E. Selected on -site Vehicles and Equipment

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7.0 COMMUNICATIONS SYSTEM
Telephone communications will be available at the scale house and office building. Radio, cellular,
and/or other types of communication will be available between the scale house, office building,
District Manager, General Manager, Operations Manager, lead operator(s), and other key
personnel. A CB radio will also be available to communicate with truck drivers.
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8.0 CONFINED SPACE
A confined space is defined as any space not currently used for human occupancy, having a limited
means of exit, which is subject to the accumulation of toxic contaminants, a flammable or oxygen
deficient atmosphere, or other hazards such as engulfment or electrical or mechanical hazards
should equipment be activated while an employee is in the space. Confined spaces include but are
not limited to storage tanks, process vessels, bins, boilers, ventilation or exhaust ducts, air pollution
control devices, smoke stacks, underground utility vaults, sewers, septic tanks, landfill pump
houses, and open top spaces more than four feet deep such as pits, trenches, or vats.
Confined space entry requires special training. At no time is a Anson County Solid Municipal Solid
Waste employee to enter a confined space or a trench without first receiving explicit training
and authorization from the General Manager. When entering a confined space, the personnel shall
follow all requirements prescribed under OSHA regulations for confined space entry (29 CPR
1910.146) as applicable.
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APPENDIX B
EMERGENCY RESPONSE PLAN

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TABLE OF CONTENTS
p.. a 01•��
1.0
EMERGENCY RESPONSE PROCEDURES..........................................................................1
2.0
SPECIAL PROCEDURES......................................................................................................2
3.0
MUSTER LOCATIONS...........................................................................................................3
4.0
MEDICAL FIRST AID............................................................................................................4
5.0
NOTIFICATION OF AUTHORITIES.....................................................................................5
6.0
CONTACT LIST......................................................................................................................6
7.0
EMERGENCY PHONE LIST.................................................................................................7
8.0
CRITIQUE OF RESPONSE.....................................................................................................8
9.0
EMERGENCY RESPONSE CHECKLIST AND PHONE NUMBERS ............................... 9

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1.0 EMERGENCY RESPONSE PROCEDURES
A. Evacuation routes area posted throughout the facility and all personnel are advised during
safety meetings as to the shortest route to take from their particular work area. In the
event of an emergency that requires the immediate evacuation of the entire building, the
decision to evacuate will be made by the General Manager, Operations Manager or the
Maintenance Manager. In their absence, the decision will be made by the Manager on site
who is best able to evaluate the situation. Decision to evacuate should be made with
considerations of the following factors:
1. Is there immediate danger to life?
2. Can the emergency be safely managed without a complete evacuation?
3. Is there enough time to evaluate the emergency without allowing the situation to
become life -threatening?
B. Fire Response
1. A minor fire is a fire that can be extinguished with one fire extinguisher in one minute.
2. Attempt to fight the fire only if you are not endangering yourself.
3. If in an enclosed area and fire is creating heavy smoke, evacuate the area immediately.
4. A major fire is any fire that requires more than one minute or more than one fire
extinguisher to extinguish.
5. Contact 911 immediately.
6. Evacuate the immediate area of the fire.
7. If in an enclosed area and fire is creating heavy smoke, evacuate the area
immediately, proceed to the employee parking lot and stay there.
8. Notify NCDENR (verbal within 24 hours, written within 15 days).
C. Toxic Agent Release
1. In the event of a toxic agent release, General Manager, Operations Manager or
the Maintenance will order the immediate total evacuation of the facility, and should
immediately ensure that all personnel move to a point upwind from the site, and
begin personnel accountability procedures as soon as practicable.
2. The General Manager will ensure that the proper emergency authorities are notified of
the situation immediately and are aware that there has been a toxic agent release.
3. Since there are no chemicals or agents used or stored at the Anson County MSW Landfill
Facility that pose such a great threat, the primary avenue by which such agent could be
released would most likely be one of the following:
• Transport into the facility in a located solid waste vehicle as a result of improper
disposal of water from a pick-up point.
• Transport into the facility in a non -Anson County MSW Landfill Facility vehicle,
such as a delivery truck or other vendor vehicle.
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2.0 SPECIAL PROCEDURES
A. Critical operations requiring shutdown:
1. The main power to the facility will be shut off by the Operations Manager.
B. Removal of Equipment
1. Equipment that can be moved quickly and safely out of the hazard area will be moved to
safe locations around the site.
2. The responsibility of making the determination of whether or not to move equipment is
assigned to the Maintenance Manager or Operations Manager.
3. Decisions to move vehicles should be made with personnel safety as the top priority. No
truck or piece of equipment is worth an injury or death, but we should make an effort
to remove our equipment to safety only when it is practical. Equipment will only be
moved when it is practical and safe to do so.
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3.0 MUSTER LOCATIONS
After evacuation of the building is determined to be necessary, all employees must gather in a safe location.
This location will be the light pole in the shop parking lot.

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4.0 MEDICAL / FIRST AID
1. Shut down equipment
2. Determine extent of injuries (location, seriousness).
3. Apply pressure (compress) to wound to stop severe bleeding.
4. If victim is not breathing, administer Rescue Breathing and/or CPR, if trained.
5. DO NOT MOVE VICTIM(S), unless
a) Victim is still in danger.
b) Victim can move self without great pain.
6. Have someone TELEPHONE RESCUE squad (911) unless injuries are clearly minor.
a) Clearly state location
b) Describe injuries
7. Stay with and keep victim(s) warm.
8. Notify Facility Emergency Coordinator.
9. Transport victim(s) to a nearby medical center if -
a) Injury is not serious, but requires medical attention (e.g., broken fingers, minor
bums);
b) Victim(s) can move self without great pain.
10. Applying FIRST AID
a) Landfill Employees - Minor accidents, such as bee stings, minor cuts and small bums
may be treated onsite by an employee with first aid training.
b) Customers- First aid treatment should not be given to customers who have minor
accidents at the site. However, personal information about the victim and a description of
the accident should be obtained. The customer should be instructed to go to his/her
doctor for examination and treatment, if required.
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5.0 NOTIFICATION OF AUTHORITIES
A. It is the responsibility of the General Manager to ensure that all emergency authorities
are notified. This notification will be done in the form of a phone call placed from the
Anson County MSW Landfill Facility or cellular phone if available.
B. Call 911 in an emergency.
C. Emergency phone numbers are posted throughout the Anson County MSW Landfill
Facility.
Unless the occurrence of a contaminant release is dearly due to very unusual circumstances, the
landfill operator shall take corrective action to prevent recurrence of the release. Corrective action
shall be approved by appropriate state and local agencies and the NCDENR.
A report shall be filed at the landfill by the facility Emergency Coordinator in order to have further
reference for inquiries by authorities or Anson County MSW Landfill Facility personnel. The report
should state:
1. Time/date of incident or its discovery.
2. Type of release and effects.
3. Source.
4. Response and effectiveness.
5. Agencies contacted.
6. Corrective actions planned and schedule.
Procedures After an Accident
• Accident Investigation -Site Manager will perform a complete investigation of the accident
and events leading up to the time of the accident. The investigation should be started as soon
as possible after the accident and persons involved in the accident should be interviewed.
• Determination of Cause- After facts about the accident have been gathered, the Site Manager
will make a determination as to the cause(s) of the accident.
• Filing of Reports -The Site Manager will complete and file the appropriate accident report
forms.
• Corrective Steps - After a thorough investigation and determination of the cause(s) of an
accident, the Site Manager will take corrective steps so that the same type of accident will
not re -occur. These corrective steps may take the form of repair of faulty equipment,
installation of safety equipment, or instruction of personnel in safe operating procedures.
• Discussion with Employees -If it is determined that the .cause(s) of the accident were related
to employee work habits and that remedial safety instructions would be helpful, a meeting
will be held with site employees. The accident and corrective measures which should be
taken to prevent another accident will be discussed. All employees will be instructed in
proper safety procedures to follow.
• Follow-up -The site Manager will follow-up on corrective measures to make certain that
proper safety precautions are being taken. All unsafe practices will be called to the
attention of the employees.

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6.0 CONTACT LIST
A. Key Personnel
Division Vice President Timothy J. Fadul
District Manager Tyler Fitzgerald

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7.0 EMERGENCY PHONE LIST
See Section 9.0

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8.0 CRITIQUE OF RESPONSE
After each incident involving the application of an Emergency Procedure, the General Manager will
review the response to ascertain efficient application and inform the District Manager of the
effectiveness of the response.

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9.0 EMERGENCY RESPONSE CHECKLIST AND PHONE NUMBERS
In case of emergency, all employees are responsible for immediately contacting the appropriate
individuals and/or authority listed below. Additionally, following notification, each employee
should attempt to record the following information for any accident or emergency.
We need to know who (driver, employee, other parties): What (system type & equipment involved):
When (time of accident):
Where (exact location):
Complete the AIG incident form if possible and then call the AIG#. Notify the following as
appropriate:
EMERGENCY AMBULANCE
911
/A
Sheriff's Office
911
704-694-41878 (NON-EMER.)
FIRE DEPARTMENT
911
704-272-7933
ON-EMER.
STATE POLICE
911
/A
UTILITY COMPANY
Duke Energy
1-800-777-9898
OIL SPILL, TOXIC
CHEMICAL RELEASE
1-800-424-8802
/A
NCDE
919-707-8200
C Dept. of Environment
aulit
KEY CONTACTS
POSITION
NAME
PHONE NUMBER
AIG INSURANCE
1-888-289-3578
DIVISION VICE PRESIDENT
Timothy J. Fadul
704-398-4488
DISTRICT MANAGER
Tyler Fitzgerald
704-694-6900
REGIONAL ENVIRONMENTAL
COMPLIANCE SPECIALIST
Lana Brown
CELL 900-500-1812
REGIONAL ENGINEER
Nelson Breeden
865-200-7650
ASSISTANT DISTRICT
MANAGER
JT Leasor
704-694-6900
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APPENDIX C
UNAUTHORIZED WASTE CONTROL PROGRAM

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TABLE OF CONTENTS
APPENDIX C
1.0 INTRODUCTION................................................................................................................1
2.0 INCOMING INSPECTIONS...............................................................................................2
3.0 RANDOM LOAD INSPECTIONS.......................................................................................3
4.0 RESPONSE...........................................................................................................................5
4.1 Prior To Deposit At Landfill..........................................................................................5
4.2 After Deposit In Landfill.................................................................................................5
4.3 Unauthorized Waste Types.............................................................................................5
4.3.1 Hazardous, Regulated Medical,Toxic,and Nuclear Wastes..................................5
4.3.2 Containers (drums not triple -rinsed or not properly opened)................................6
4.3.3 Waste Oil...............................................................................................................6
4.3.4 Petroleum Contaminated Soils..............................................................................6
5.0 PERSONNEUTRAINING/EQUIPMENT...........................................................................7
5.1 Personnel........................................................................................................................7
5.1.1 Landfill Manager I Operations Manager.............................................................7
5.1.2 Equipment Operators...........................................................................................7
5.1.3 Scale/Gate Attendant...........................................................................................7
5.2 TRAINING.....................................................................................................................7
5.2.1 Annual Safety Training.........................................................................................8
5.2.2 Environmental Compliance Training....................................................................8
5.2.3 Waste Identification Training................................................................................8
6.0 RECORD KEEPING............................................................................................................9
7.0 REPORTING......................................................................................................................10

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1.0 INTRODUCTION
The requirements for an unauthorized waste control program are outlined in 1SA NCAC 13B of
the North Carolina Solid Waste Management Regulations (NCSWMR). The objective of the
program is to prevent unacceptable wastes from being deposited at the facility and to
identify those steps required once an unacceptable waste is identified at the facility. The
program includes the following components:
• Methods for determining when an incoming load contains unacceptable wastes
• Contingency response steps to take once an unacceptable waste is identified
• Personnel training that is required to implement and maintain the program
• Record keeping requirements
• Reporting requirements

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2.0 INCOMING INSPECTIONS
Informal load checking will be the responsibility of all employees, particularly those that work at
the entrance area and those that work at or near the active fill area. Each employee will observe
vehicles entering the Landfill for any potentially unauthorized waste and will alert management
personnel if any unauthorized wastes are suspected. Through the waste collection programs, there
will be several checkpoints:
• Curbside checkpoints - The hauler is notified at the Landfill as to which materials are
acceptable and which are unacceptable.
• Gatehouse checkpoints - Only authorized vehicles and material will be allowed beyond the
gatehouse. The gate attendant will refuse entry to any unauthorized vehicles or vehicles
observed carrying unauthorized waste.
• Active face checkpoints -All incoming loads of waste will be observed by the equipment
operators as it is discharged at the active face
• Checkpoints during compaction at active face -Material will be inspected by the Landfill
compactor operator as it is compacted at the active face.
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3.0 RANDOM LOAD INSPECTIONS
In addition to the visual inspections performed by the equipment operator/attendants, a random
inspection program shall be implemented to detect and prevent disposal of any of the
unauthorized wastes listed in Section 2.2 of the Operations Manual. Inspections conducted as part
of this program shall be performed by personnel trained in the following areas: methods for
identification and determination of unauthorized wastes, handling procedures for unauthorized
wastes, record keeping requirements of the program, and occupational health and safety.
Inspection personnel shall also have a thorough understanding of the North Carolina Hazardous
Waste Management Regulations (1SA NCAC 13A) and the North Carolina Regulated Medical
Waste Management Regulations (15 NCAC 13B .1203).
The frequency of the inspections shall be determined by the quantity and type of waste
received, the familiarity with the generators and/or transporters, and the occurrences of identified
unauthorized waste. Inspections should be performed at the maximum of the following
frequencies:
• Once per week; or
• Ten percent of all incoming loads.
The inspections also need to be random. The time of day and day of week shall vary between
inspections. The transporter/hauler selected for inspection shall also vary between inspections.
The procedure for the inspection shall be as follows:
• Stop the selected vehicle prior to the working face of the landfill
• Notify the driver of the inspection
• Direct the vehicle to the inspection area. The inspection area may be either a permanently
designated location or a temporary location adjacent to the working face.
• If possible, perform a visual observation of the waste prior to unloading. If unauthorized
waste is observed, or suspected, the vehicle shall be prohibited from unloading, and shall
be directed out of the facility.
• If no unauthorized waste is observed or suspected from the visual observation, or if a
visual observation is not possible, the vehicle shall discharge the load at the inspection
area. The driver shall remain at the inspection area while the inspection is performed,
unless a safety concern requires evacuation of the area. Equipment shall be used to spread
and turn the waste to facilitate a visual observation of the load contents. If no
unauthorized waste is identified, the waste shall be transferred to the working face for
disposal.
• If unauthorized waste is identified in the load, and the unauthorized waste is not a
regulated hazardous waste, a regulated medical waste, a regulated toxic waste, a regulated
nuclear waste, or a waste which requires special handling, the waste shall be loaded back
into the vehicle and removed from the facility.
• If acceptability of the waste cannot be determined by visual observation, the waste can
either be rejected and loaded back into the vehicle and removed from the facility, or
samples of the waste can be taken to determine acceptability. Testing shall be selected
based on the reason for the suspicion of unacceptability.
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If the waste is suspected of being a regulated hazardous waste, a regulated medical waste,
a regulated toxic waste, or a regulated nuclear waste, site personnel will safely identify the
nature of the unauthorized waste. Except for medical waste, wastes within these categories
are not to be handled by landfill staff. Upon assessment of the waste, qualified site
personnel (medical waste only) or qualified contractors will be contacted to provide
direction for temporary handling, isolation, and security. Within 24 hours of discovery,
Anson County MSW Facility will orally inform NCDENR of the incident and make every
effort to contact a hazardous waste contractor for the proper packaging, removal, and
disposal of the unauthorized waste. The NCDENR will be informed in writing within 5
days of the incident of the steps taken to properly dispose of the unauthorized waste.
Medical waste can be managed by trained site personnel prior to shipment offsite by a
licensed provider.
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4.0 RESPONSE
The appropriate response will be dependent on whether the unauthorized waste is recognized
before or after it is deposited at the facility and on the type of unauthorized waste.
4.1 PRIOR TO DEPOSIT AT LANDFILL
If an unauthorized waste is identified prior to the waste being deposited at the working face, the
landfill operator shall notify the hauler and reject the load. Such loads of unauthorized wastes
may be identified during the scale attendant's inspections, during a random load inspection, or by
equipment operators prior to the hauler tipping his load at the working face.
4.2 AFTER DEPOSIT IN LANDFILL
If the unauthorized waste is identified after the waste has been placed at the working face, and the
hauler is still present, and the waste is not hazardous, medically regulated, toxic, or nuclear, the
landfill operator shall ensure that the waste is re -loaded onto the haul vehicle and rejected.
4.3 UNAUTHORIZED WASTE TYPES
The unauthorized wastes described below shall be rejected.
4.3.1 Hazardous, Regulated Medical, Toxic, and Nuclear Wastes
Once an unauthorized waste from any of these categories is identified, the landfill operator shall
immediately notify the NCDENR, and site personnel will safely identify the nature of the
unauthorized waste. Except for medical wastes, wastes within these categories are not to be
handled by landfill staff. Upon assessment of the waste, qualified site personnel (medical waste
only) or qualified contractors will be contracted to provide direction for temporary handling,
isolation, and security. Within 24 hours of discovery, Anson County MSW Landfill Facility will
orally inform NCDENR of the incident and make every effort to contact a hazardous waste
contractor for the proper packaging, removal and disposal of the unauthorized waste. The
NCDENR will be informed in writing within 5 days of the incident of the steps taken to properly
dispose of the unauthorized waste. Medical waste can be managed by trained site personnel
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4.3.2 Containers (drums not triple -rinsed or not properly opened)
Reject the load and follow the procedures in Section 1.2.2 for possible detection of hazardous
waste. If the container does not contain hazardous waste, re -load onto hauler if necessary. If
hauler has left the facility, call the company and have them return. Set the containers aside, cover
with a tarp is necessary to prevent leaks, and, when available, place the subject containers within
an impervious reserve container.
4.3.3 Waste Oil
Reject the load, re -load or direct it to the waste oil recycling area. If any is dumped, place
appropriate absorbents, such as cat litter, spill pads, etc. to absorb the material. If hauler has left
the facility, call the company and have them return.
4.3.4 Petroleum Contaminated Soils
The procedures applied to those petroleum contaminated soils not tested and pre -approved for
disposal in accordance with the Special Waste Acceptance procedures.
Reject the load, re -load, or, if hauler has left the facility, call the company and have them return.
Push aside the soils and cover with a tarp. For small amounts of wet soils, place in HDPE barrels
when available. Call the NCDENR for additional direction.
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5.0 PERSONNEL / TRAINING / EQUIPMENT
5.1 PERSONNEL
Listed below are the descriptions of the key personnel and the skill level required for the daily
operation of the facility
5.1.1 Landfill Manager I Operations Manager
The landfill manager/operations manager (manager) will be experienced in all aspects of landfill
construction, disposal operations, equipment maintenance procedures, environmental compliance,
and safety regulations. The landfill manager shall have at least one year of demonstrated
management experience in a similar position. The landfill manager will also have the duties of
the site safety manager. This will include familiarity with applicable state and federal regulations
regarding employee safety. The landfill manager will have the proper educational background,
and will be experienced with occupational safety management and employee safety training
5.1.2 Equipment Operators
The equipment operators at the site shall be experienced with the various types of equipment used
at the landfill. Upon new employment, the operators shall be instructed on the proper usage of the
equipment. The operators will also be experienced in equipment maintenance procedures and
special waste disposal practices.
5.1.3 Scale/Gate Attendant
The scale/gate attendant shall be experienced in the operations of the scales used to weigh the
incoming waste hauling vehicles. The scale/gate attendant will be trained in the identification of
acceptable and unacceptable wastes entering the facility. The attendant will also be
knowledgeable of the use of the scale equipment.
5.2 TRAINING
All new employees will be given an orientation program including the following:
• Use of fire extinguishers
• Hearing conservation
• Respirator training and fit testing (if applicable)
• Closed vessel entries (if applicable)
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• Emergency .response/spill cleanup
• Site rules
• Site emergency procedures
• Special waste handling procedures
• Unacceptable waste training
• Identification of hazardous and PCB -containing wastes
The following types of training will be provided on a regular basis at the facility to ensure that the
facility employees are adequately trained and understand their responsibilities in the event that
unauthorized waste is identified.
5.2.1 Annual Safety Training
Annual safety training classes will be given by the landfill manager regarding current safety
practices. If an accident has occurred, it will be addressed and thoroughly discussed, so that the
accident does not happen again. Outside guests, such as the fire, police, and rescue squad
departments will be asked to address the facility employees on safety management practices.
5.2.2 Environmental Compliance Training
Compliance with environmental regulations will be the duty of each person employed at
the landfill. Compliance training will be provided to all employees, covering all operations of the
landfill. Various topics will include but not be limited to leachate and methane gas contra
environmental monitoring, and surface water control.
5.2.3 Waste Identification Training
All employees will be given training in the types of waste accepted at the facility and in
recognizing PCBs, hazardous wastes, and all other unauthorized wastes. The training will be
initiated before the individual's start date. Training will be updated yearly, whenever the
regulations are changed, or when new waste types can be accepted at the facility.
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6.0 RECORD KEEPING
All inspections will be documented in writing by the inspector and retained by the Landfill for a
minimum of five years. The following information will be logged for each formal inspection
which takes place:
• Name of inspector
• Date and time of inspection
• Name of the hauling firm
• Name of the driver
• Vehicle license plate number
• Source of the waste as reported by the driver
• Inspector observations
• Signatures of inspector and driver
Incidents of unauthorized wastes identified during routine inspections records will include, in
addition to the above list:
• Description of the waste
• Determination of waste acceptability and methods used for determination
• Description of any response activities associated with unauthorized waste
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7.0 REPORTING
Immediate verbal notification shall be provided to the NCDENR regional office of the discovery
of unauthorized waste that is regulated hazardous waste, a regulated medical waste, a regulated
toxic waste, or a regulated nuclear waste. A written submission shall also be provided to the
NCDENR within 5 business days. The written submission shall include the date and time of
discovery, a description of the unauthorized waste, response activities implemented, and, if
known, the ultimate disposal of the unauthorized waste.

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APPENDIX D
ASBESTOS MANAGEMENT AND DISPOSAL PLAN

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TABLE OF CONTENTS
APPENDIX D
1.0 DEFINITIONS ..... .................................................................................................................. I
2.0 APPLICABLE ASBESTOS WASTE GENERATION PROCESSES...................................3
3.0 PRE -ACCEPTANCE PROCEDURES..................................................................................4
3.1 Packaging.........................................................................................................................4
3.2 Marking............................................................................................................................4
4.0 TRANSPORTATION OF ASBESTOS -RELATED MATERIALS.....................................5
5.0 DISPOSAL OF ASBESTOS -CONTAINING MATERIALS................................................6
5.1 Unloading of ACM.........................................................................................................6
5.2 Placement of ACM..........................................................................................................7
5.3 Access Control.................................................................................................................7
5.4 Record Keeping and Reporting.......................................................................................8
5.4.1 Landfill Superintendent..........................................................................................8
5.4.2 Disposal Records.................................................................................................8
5.4.3 Safety and Health Program..................................................................................9
5.4.4 Closure and Post -Closure Care.............................................................................9
5.4.5 Disturbance of Disposed Waste.........................................................................9

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1.0 DEFINITIONS
"Asbestos" means the asbestiform varieties of serpentinate (chrysotile), riebeckite (crocidolite),
cummingtonite-grunerite, anthophyllite, and actinolite-tremolite.
"Asbestos -containing waste materials (ACM)" means mill tailings or any waste that contains
commercial asbestos. This term includes filters & control devices, friable asbestos waste material,
and bags or other similar packaging contaminated with commercial asbestos. As applied to
demolition and renovations operations, this term also includes regulated asbestos -containing
waste material and materials contaminated with asbestos including disposable equipment and
clothing.
"Asbestos waste generator" means any owner or operator of a source covered by the Code of
Federal Regulations (CPR), Title 40, Part 61 (40 CPR 61), National Emission Standards for
Hazardous Air Pollutants (NESHAP), Subpart M, National Emission Standard for Asbestos
whose act or process produces asbestos- containing waste material.
"Category I nonfriable asbestos containing material (ACM)" means asbestos -containing
packings, gaskets, resilient floor covering, and asphalt roofing products containing more than 1
percent asbestos as determined using the polarized light microscopy method specified in 40 CPR
763, Subpart E, Appendix E.
"Category II nonfriable asbestos -containing material (ACM)" means any material, excluding
Category I nonfriable ACM, containing more than 1 percent asbestos as determined using the
polarized light microscopy methods specified in 40 CPR 763, Subpart E, Appendix E, that when
dry, cannot be crumbled, pulverized, or reduced to powder by hand pressure.
"Commercial asbestos" means any material containing asbestos that is extracted from ore and has
value because of its asbestos content.
"Friable asbestos" means any material containing more than one percent asbestos as determined
using the polarized light microscopy methods specified in 40 CPR 763, Subpart E, Appendix E,
which is capable of being crumbled, pulverized or reduced to powder by hand pressure.
"Leak -tight" means that solids or liquids cannot escape or spill out. It also means dust -tight.
"Natural barrier" means a natural object that effectively precludes or deters access. Natural
barriers include
physical obstacles such as cliffs, lakes or other large bodies of water, deep and wide ravines, and
mountains.
Remoteness by itself is not a natural barrier.
"Regulated asbestos containing material (RACM)" means: Friable asbestos material;
Category I nonfriable ACM that has become friable;
Category I nonfriable ACM that will be or has been subjected to sanding, grinding, cutting, or
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Category II nonfriable ACM that has a high probability of becoming or has become crumbled,
pulverized, or reduced to powder by the forces expected to act on the material in the course of
demolition or renovation operations.
For the purposes of this definition "renovation" means altering an installation, structure or
building or any part of such installation, structure or building in any way, including the stripping
or removal of RACK Operations in which load -supporting structural members are wrecked or
taken out are "demolitions."
"Resilient floor covering" means asbestos -containing floor tile, including asphalt and vinyl floor
tile, and sheet vinyl floor covering containing more that 1 percent asbestos as determined
using polarized light microscopy according to the method specified in 40 CFR 763, Subpart E,
Appendix E.
"Waste shipment record" means the shipping manifest, required to be originated and signed by the
asbestos waste generator, used to track and substantiate the disposition of asbestos -containing
waste material.
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2.0 APPLICABLE ASBESTOS WASTE GENERATION PROCESSES
The standards contained herein apply to the management of all asbestos -containing
materials (ACM) generated by asbestos mills, by manufacturing, fabricating, and spraying
operations, and ACM generated in the course of demolition and renovation of installations,
structures or buildings, or other waste generating activities.

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3.0 PRE -ACCEPTANCE PROCEDURES
In order for ACM to be accepted for disposal site at the CCDC site, the asbestos waste generator
shall follow the pre -acceptance procedures described in this section.
3.1 PACKAGING
The generator shall conform to all packaging requirements contained in 40 CFR 61.149 and 40
CFR 61.150. All ACM generated in a manufacturing, fabrication, or spraying operation and all
regulated ACM generated in a demolition or renovation operation shall be placed in leak -tight
containers while wet. Materials that will not fit into containers without additional breaking shall
be put into leak -tight wrapping, consisting of 6-mil double "bladder" for bulky wastes, taped shut.
The containers shall meet federal DOT standards 49 CFR 173.216 as required by the North
Carolina Regulations Governing Transportation of Hazardous Materials (19A NCAC 03D.0802).
Materials placed in double, 6-mil thick plastic bags and sealed will conform to the above
requirements when transported in motor vehicles that are loaded by and for the exclusive use of
the consignor and unloaded by the consignee. To ensure that the personnel at the disposal facility
can verify that the material has been placed in double bags, the outer bag should be transparent.
The containers or wrapped materials shall be labeled using warning labels specified by
Occupational Safety and Health Administration (OSHA) under 29 CFR 1910.10010)(3) or
1926.1101(k)(7). The labels shall be printed in letters of sufficient size and contrast so as to be
readily visible and legible and shall contain the following information:
DANGER CONTAINS ASBESTOS FIBERS
AVOID CREATING DUST
CANCER AND LUNG DISEASE HAZARD
For materials transported off -site, label containers or wrap materials with a name of the waste
generator and the location at which the waste was generated.
Category I nonfriable ACM and Category II nonfriable ACM generated in a demolition or
renovation operation that do not meet the definition of regulated ACM need not meet the
requirements.
3.2 MARKING
Conform to all marking requirements for vehicles used to transport ACM during loading and
unloading of wastes
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4.0 TRANSPORTATION OF ASBESTOS -RELATED MATERIALS
Anson County MSW Landfill Facility requires the transporter of asbestos related material to
conform to the requirements set forth in 19A NCAC 03D .0802 North Carolina Regulations
Governing Transportation of Hazardous Materials. All asbestos -containing materials shall be
properly packed for transportation in accordance with these requirements. Asbestos -
containing waste materials shall be accompanied by the waste shipment manifest record.

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5.0 DISPOSAL OF ASBESTOS -CONTAINING MATERIALS
Anson County MSW Landfill Facility shall comply with the requirements of this section. All
asbestos -containing materials generated in a manufacturing, fabrication, or spraying operation and
all regulated ACM generated in a demolition or renovation operation shall be disposed in a
designated area of the Anson County MSW Landfill Facility. When Category I and Category II
nonfriable ACM is disposed in the landfill advanced notice shall be required and other pertinent
requirements of this part shall be met.
5.1 UNLOADING OF ACM
Upon arrival at the Anson County MSW Landfill Facility, the vehicles used to transport ACM
shall be marked during the unloading process so that the signs are visible. The markings shall:
Be displayed in such a manner and location that a person can easily read the legend;
Conform to the requirements for 20 inches by 14 inches upright format caution signs specified in
29 CFR 1910.145(d)(4);
Display the following legend with letter sizes and styles of a visibility at least equal to those
specified in Table 5-1 below. Spacing between any two lines shall be at least equal to the height
of the upper two lines.
Table 5-1. Visible Sign - Standards near Unloading
Notation _
DANGER 1-inch Sans Serif, Gothic or Block
ASBESTOS DUST HAZARD 1-inch Sans Serif, Gothic or Block
CANCER AND LUNG DISEASE HAZARD 3/4-inch Sans Serif, Gothic or Block
Authorized Personnel Only 14-point Gothic
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5.2 PLACEMENT OF ACM
Asbestos -containing waste materials shall be segregated in designated areas and not disposed of
on the active work face with other solid wastes. An initial lift of 10 feet of solid waste will be
placed in the designated asbestos disposal area. The boundaries of the asbestos area will then be
clearly marked and signs posted in the appropriate manner. Prior to receipt of an asbestos -
containing waste shipment, an excavator will dig a trench in the solid waste which will be able to
contain all the asbestos waste scheduled for that day plus the one foot of soil cover. The depth of
the trench will be approximately six feet but no greater than 8 feet. Once the first lift in the
designated asbestos area is completely fall and the 1 foot of soil cover applied, an additional 10
feet of solid waste will be placed over the designated disposal area for the future placement of
asbestos waste. This process will continue until the maximum height of the landfill is achieved.
Asbestos containing waste will not be placed within 15 feet of the intermediate cover or of the
cells final elevation.
The waste shall either be hand placed in the excavated trench or deposited by means of slowly
unloading the asbestos containing wastes. Either placement method will ensure that the integrity
of bags, wrapping or containers are not punctured or damaged.
The waste shall not be compacted until a sealing layer of soil has been placed over the waste and
great care is taken to prevent the breaking of bags or wrapping. All accidentally broken materials
shall be covered with 12 inches or more of soil immediately. A cell which has been completely
covered with soil at least one foot thick may be compacted.
All waste shall be covered with at least one foot of soil at the end of each day of operation. A
final cover of 3 feet of soil shall be placed over all areas that have not been in use or will not be
used for more than 30 days. Areas that will not or have not been used for one year, in addition to
final soil cover, shall be graded for erosion prevention and re -vegetated.
5.3 ACCESS CONTROL
The entire landfill will have access control and site security. As such an internal fence is not
required. The entrance and waste boundary line shall be clearly marked that asbestos
materials are being disposed. Permanent warning signs shall be provided at all entrances and at
intervals of 330 feet or closer around the waste boundary line. The warning signs shall:
Be posted in such manner and location that a person can easily read the legend;
Conform to the requirements for 20 inches by 14 inches upright format caution signs specified in
29 CPR 1910.145.d.4;
Display the following legend with letter sizes and styles of a visibility at least equal to those
specified in the following table. Spacing between any two lines shall be at least equal to the
height of the upper two lines.
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The asbestos area within this secure sanitary landfill will not be located closer than 50 feet to the
property boundary or occupied building or structure.
Table 5-2. Sign Standards near Access Control
Legend
ASBESTOS WASTE DISPOSAL AREA 1-INCH Sans Serif, Gothic or Block
DO NOT CREATE DUST 3/4-inch Sans Serif, Gothic or Block
Breathing Asbestos is Hazardous to Your Health 14-point Gothic
5.4 RECORD KEEPING AND REPORTING
5.4.1 Landfill Superintendent
For all ACM received, Anson County MSW Landfill Facility shall follow the following
requirements regarding waste shipment records:
• Complete each waste shipment record submitted by the asbestos waste generators for
each shipment received by noting shipment discrepancies and dating and signing the
waste shipment record. The discrepancies will include:
• The presence of improperly enclosed or uncovered waste, or any ACM not sealed
in leak -tight containers or wrappings; and
• A discrepancy between the quantity of waste designated on the waste shipment record and
the quantity actually received.
• Send a copy of the signed waste shipment record to the waste generator as soon as
possible and no longer than 30 days after receipt of the waste;
• Upon discovering the discrepancy in the shipment quantity, attempt to reconcile such
discrepancy with the generator. If the discrepancy is not resolved within 15 days after
receiving the waste, immediately report it in writing to the NCDENR. Describe the
discrepancy and the attempts to reconcile it, and submit a copy of the waste shipment
record along with the report; and
• Retain a copy of all records and reports required at least two years.
5.4.2 Disposal Records
Anson County MSW Landfill Facility shall follow the following requirements regarding disposal
records:
• Initiate and maintain, until closure, records of the location, depth and area, and quantity in
cubic yards of
• ACM within the landfill on a map or diagram of the disposal area;
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• Submit to the Director of the NCDENR, upon closure of the facility, a copy of records of
asbestos waste disposal locations and quantities; and
• Furnish upon request by the director of the NCDENR, and make available during normal
business hours for inspection, all records required by the regulations.
5.4.3 Safety and Health Program
CCDC shall institute an occupational safety and health program required under 29 CFR
19 10. 1001 or 29 CFR
1910.1101, as applicable.
5.4.4 Closure and Post -Closure Care
In addition to the closure and post -closure care requirements for the facility, Anson County MSW
Landfill Facility shall meet the following requirements if the facility receives ACM materials:
• Within 60 days of the closure of the Anson County MSW Landfill Facility, record with the
Anson County Clerk's office a notation on the deed to the facility property or any other
document that would normally be examined during a title search that will in perpetuity
notify any purchaser of the property that:
• The property has been used for the disposal of ACM;
• The copy of the survey plat and the record of location and quantity of ACM disposed are
attached to the notation; and
• The site is subject to regulation by the North Carolina Department of Natural Resources.
• Maintain the access control to include fencing and signs during the post -closure period.
5.4.5 Disturbance of Disposed Waste
Anson County MSW Landfill Facility shall request of the NCDENR in writing, approval to
disturb disposed waste at least 45 days prior to excavating or otherwise to disturb any ACM that
has been deposited at the Anson County MSW Landfill Facility. The request shall contain the
following information:
• Scheduled starting and completion dates; Reasons for disturbing the waste;
• Procedures to be used to control emissions during the excavation, storage, transport, and
ultimate disposal of the excavated ACM; and
Location of any temporary storage site and the ultimate disposal site.
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APPENDIX E
SPECIAL WASTE QUALITY ASSURANCE PLAN

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TABLE OF CONTENTS
APPENDIX E
SPECIAL WASTE QUALITY ASSURANCE PLAN......................................................................
GENERATOR SPECIAL WASTE..................................................................................................
INSTRUCTIONS FOR THE COMPLETION OF GENERATOR SPECIAL WASTE PROFILE
SHEET...............................................................................................................................................

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SPECIAL WASTE QUALITY ASSURANCE PLAN
GENERATOR SPECIAL WASTE PROFILE SHEET

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INSTRUCTIONS FOR THE COMPLETION OF GENERATOR SPECIAL WASTE PROFILE
SHEET
PURPOSE
The Generator Special Waste Profile Sheet is to be completed to properly identify and
characterize the type of special waste that is requested for acceptance. All information provided
and certified by the generator of the special waste identified by the Waste Profile Sheet is true,
correct, and accurate.
This form is to be used when applying for acceptance approval for a new special waste stream or
for the renewal of an existing waste stream.
WASTE PROFILE SHEET INFORMATION
Waste Profile Number: Leave blank. Company tracking number will be issued by the
Environmental Compliance Department of Allied Waste.
Disposal Facility: Enter the name of the proposed landfill facility for the ultimate disposal on the
non -hazardous special waste stream.
GENERATOR INFORMATION
Generator Name and Address: Enter the required information including the name, address,
telephone number of the company generating the waste stream for disposal. If the address to
where correspondence is to be sent is different from the site address, complete the mailing
address, otherwise, type "SAME". Also be sure to enter the Generator's Contact Person's Name
and telephone number.
Generator State ID Number: Applies only if State Agency issues ID Numbers (i.e. Illinois EPA
has a ten digit code assigned to each generator of special waste). If the State Agency does not
issue a number enter "n/a".
SIC Code Number: Each industry class is assigned a four -digit code called a Standard Industrial
Classification Code. The classification is assigned to the process which generates a specific
product.
II. TRANSPORTATION INFORMATION
Transporter: Enter general information of the licensed special waste hauler who is to transport
the waste.
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III WASTE STREAM INFORMATION
Waste Name: Provide the common name of the major component or substance that most
accurately denotes the special waste.
Process Description: Provide a description of the process or operation which generates the waste.
Pollution Control Waste or Industrial Process Waste: Check the one category which applies to
the special waste stream.
Pollution Control Waste means any waste generated as a direct or indirect result of the removal
of contaminants from the air, water, or land, which pose a present or potential threat to human
health or to the environment or with the inherent properties which make the disposal of such
waste in a landfill difficult to manage by normal means. "Pollution Control Waste" includes, but
is not limited to water and wastewater treatment plant sludge, baghouse dusts, landfill wastes,
scrubber sludges, and chemical cleaning.
Industrial Process Waste means any waste generated as a direct or indirect result of the
manufacturer of the product or the performance of a service, which would pose a present or
potential threat to human health or to the environment or with inherent properties which make
the disposal of such waste in a landfill difficult to manage by normal means. "Industrial Process
Waste includes, but is not limited to , spent pickling liquors, cutting oils, chemical catalyst,
distillation bottoms, etching acids, equipment cleaning, paint sludge, incinerator ashes (including
but not limited to ash resulting from the incineration of potentially infectious medical waste), core
sands, metallic dust sweepings, asbestos dust, and off -specification, contaminated or recalled
wholesale or retail products.
Specifically excluded are uncontaminated packaging material, uncontaminated machinery
components, general household waste, landscape waste, and construction and demolition debris.
Physical State: Circle on of the choices listed. Give the most accurate phase of the waste.
Method of Shipment: Circle on of the choices listed. Describe the planned method of
transportation to the disposal site.
Estimated Annual Volume: List the estimate annual volume in cubic yards or tons. If other,
explain (i.e., drums).
Frequency: Circle one of the choices listed. Approximately how often disposal of the special
waste is to occur.
Special Handling Instructions: Indicate any specific instructions.

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IV. REPRESENTATIVE SAMPLE CERTIFICATION
Collection of Representative Sample: Indicate "Yes" or "No" that a representative sample was
collected to prepare the profile sheet and laboratory analytical report in accordance with USEPA
guideline or equivalent rule. Enter date sample taken. Indicate by circling whether this is a
Composite Sample or a Grab Sample. Enter sampler's employer company name. Type or print
Sampler's name and also have the sampler sign where indicated.
V. PHYSICAL CHARACTERISTICS OF WASTE:
Characteristic Components: Furnish the inorganic and organic substances and their relative
percentages that comprise the waste. These components can have generic or chemical names.
The total percentage must equal 100 percent.
Color: Describe the color of the waste. If the color is variable, provide the most dominating
color.
Odor: If an odor from the waste is detected, give the most accurate description of that odor
including what kind of odor and if it is slight, mild, or strong. If no odor is detected, indicate
"none".
Free Liquids: Determine if there are free liquids in the waste. (Paint Filter Test) Mark "NO" if the
waste passes the test (no free liquids present). Mark "YES" if the waste fails the test (detecting
the presence of free liquids).
Percent Solids: Determine the amount of solids present in the waste; provide as a percentage of
the waste as a whole.
pH: Indicate the pH of the waste (corrosivity).
Flash Point: Indicate the temperature at which the waste ignites.
Phenol: The EPA limit for Phenol concentration in any non -hazardous special waste is 1,000 total
ppm. List the total ppm of phenol present.
Attach Analytical Report
Eight RCRA TCLP Metals, Cyanide Total/Reactive, Sulfide Total/Reactive, Flash Point, Paint
Filter, pH, Phenol, PCBs, EOX, TCLP Organics (TCLP Volatiles, TCLP Semi-Volatiles),
Pesticides/Herbicides are parameters required to be tested for the majority of special waste
streams for approval. When performing metals and organics analysis, Total or TCLP procedure
may be utilized, but any constituent whose total concentration exceeds the TCLP limit must be
analyzed using the TCLP test and result reported. Where parameters are not tested, include
historical background and/or Material Safety Data Sheets. Analytical used to complete this form
MUST be less than one (1) year old.
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Pesticides and/or Herbicides: Indicate "Yes" or "No". Sulfide or Cyanide: Indicate "Yes" or "No".
PCBs: Indicate "Yes" or "No".
PCBs are generally used in electric capacitors, transformers, and vacuum pumps. PCBs are not to
be present in non -hazardous special waste. An alternate name commonly used by laboratories for
PCB is "Arochlor" followed by a number defining the special PCB tested. If PCBs are tested and
separated into the Arochlor compounds, the highest detection limit is the parameter to be
reported.
Non -Hazardous Waste Classification Certification: Indicate "Yes" or "No". Dioxins: Indicate
"Yes" or "No".
Toxic Material: Indicate "Yes" or "No". Radioactive Waste: Indicate "Yes" or "No".
Medical or Infectious Waste: Indicate "Yes" or "No". Federal Superfund Site: Indicate "Yes" or
'No��
VI. GENERATOR CERTIFICATION
Certification requires generator name, title, date, and signature. If a generator employee does not
sign the Waste Profile sheet, a letter from the generator authorizing the person
(Contractor/Hauler) to sign the form on their behalf, must accompany the Waste Profile Sheet.

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APPENDIX F
SITE COMPOSTING APPLICATION

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IIIIIIIIIIIIIIIIIIIIIIIIIIIIIAAIFIAAIFIAI
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT
AND NATURAL RESOURCES DIVISION OF WASTE MANAGEMENT
ANSON COUNTY MUNICIPAL SOLID WASTE LANDFILL
COMPOSTING FACILITY PERMIT APPLICATION
Prepared For:
WASTE CONNECTIONS OF THE CAROLINAS, INC.
375 DOZER DRIVE
POLKTON, NORTH CAROLINA 28135
Prepared By:
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
CHARLOTTE, NORTH CAROLINA
CEC PROJECT 165-276
DECEMBER 2012
REVISED MARCH 2O23
Civil & Environmental Consultants, Inc.
Charlotte 2030 S. Tryon Street I Suite 3E
Austin
855/365-2324 Columbus 888/598-6808 North Central PA 877/321-2324
Charlotte, North Carolina 28203
Boston
866/312-2024 Detroit 866/380-2324 Phoenix 877/231-2324
Ph: 980/224-8104 / Fx: 980/224-8172
Chicago
877/963-6026 Export 800/899-3610 Pittsburgh 800/365/2324
Toll Free: 855/859-9932
Cincinnati
800/759-5674 Indianapolis 877/746-0749 St. Louis 866/250-3679
[e-mail]
Cleveland
866/507-2324 Nashville 800/763-2326 Toledo 888/598-6808
www.cecinc.com

TABLE OF CONTENTS
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Page
1.0
General Provisions...............................................................................................................1
1.1 Project Description.......................................................................................................1
1.2 Site Requirements.......................................................................................................2
2.0
Facility Design.....................................................................................................................3
2.1 Site Development.........................................................................................................3
3.0
Design Report ......................................................................................................................4
3.1 Design Capacity..........................................................................................................4
3.2 Material Processing......................................................................................................4
3.3 Temperature Monitoring.............................................................................................5
3.4 Temperature Control....................................................................................................5
3.5 Service Area.................................................................................................................6
3.6 Equipment Requirements.............................................................................................6
4.0
Containment and Environmental Control System..............................................................7
4.1 Groundwater Considerations......................................................................................7
4.2 Controlling Nuisances and Vectors............................................................................7
5.0
Anson County Landfill Development, General Operation and Maintenance .....................8
5.1 Plan and Permit Requirements.....................................................................................8
5.2 Hours of Operation.....................................................................................................8
5.3 Drop -Off Area..............................................................................................................8
5.4 Windrow Processing...................................................................................................8
5.5 Adverse Weather Conditions......................................................................................9
5.6 Flow Diagram.............................................................................................................9
5.7 Contingency Plan........................................................................................................9
6.0
Facility Operation.............................................................................................................10
6.1 Training of Facility Personnel..................................................................................10
6.2 Entrance....................................................................................................................10
6.3 Access and Security..................................................................................................10
6.4 Signs...........................................................................................................................11
6.5 Waste Acceptance.....................................................................................................11
6.6 Dust, Litter, Odors, and Vectors...............................................................................12
6.7 Landscaping Maintenance........................................................................................12
6.8 Record Keeping and Reporting..................................................................................12
6.9 Closure Requirements................................................................................................13
FacilityFlow Diagram...................................................................................................................14
Site Operations Plan - Figure 1

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1.0 GENERAL PROVISIONS
1.1 PROJECT DESCRIPTION
This Application for a Type 1 Composting Facility permit for the Anson County Municipal Solid
Waste Landfill is being submitted by Civil & Environmental Consultants, Inc. on behalf of
Waste Connections of the Carolinas Inc. This application meets the composting facility design
parameters, contraction requirements, and design drawing requirements found in Section .1400
of 15A NCAC 13B of the North Carolina Department of Environment and Natural Resources
(NCDENR) Solid Waste Management Rules. This application package includes information
regarding the site design, construction and operation.
Project Title: Anson County Municipal Solid Waste Landfill Composting
Facility
Owner: Waste Connections of the Carolinas, Inc.
375 Dozer Drive
Polkton, NC 28135 [phone]
Owner's Representative: Timothy J. Fadul, Division Vice President
Consulting Engineer: Civil & Environmental Consultants, Inc.
3701 Arco Corporate Drive
Suite 400
Charlotte, NC 28273
Consulting Engineer's Nathan Bivins, P.E.
Representative:
Proposed Site Operator: Waste Connections of the Carolinas, Inc.
375 Dozer Drive
Polkton, NC 28135 [phone]
Operator's Representative: Tyler Fitzgerald, District Manager
165-276 Anson County Landfill
Compost Application 1 March 2023

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The Anson County Municipal Solid Waste Landfill Composting Facility is located at 375 Dozer
Drive, in Polkton, NC. A Type I Composting Permit is being sought. The composting facility
will be located as shown on the Site Operations Plan, Figure 1 in Appendix A, and consists of
land totaling approximately 14.5 acres. Access to the site is provided via Dozer Drive. The
property is owned by Chambers Development of North Carolina, Inc., a wholly owned
subsidiary of Waste Connections of the Carolinas, Inc. and will be operated by Waste
Connections of the Carolinas Inc. Mr. Tyler Fitzgerald, District Manager (Telephone (704) 694-
6900) will be responsible for daily operations.
1.2 SITE REQUIREMENTS
The composting facility will not be located over a closed -out disposal facility. This can be
confirmed by viewing the Site Plan in Appendix A. The surrounding area consists of woods and
vegetation. Existing ground surface elevations of the proposed composting area range from 310
to 330 feet, mean sea level (MSL). The property surrounding the composting area is owned by
the Chambers Development of North Carolina, Inc. or Waste Connections of the Carolinas, Inc.
and others. The applicable buffer requirements are met (see Site Development section 2.1
below) where the composting facility is surrounded by others.
165-276 Anson County Landfill
Compost Application 2 March 2023

2.0 FACILITY DESIGN
2.1 SITE DEVELOPMENT
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The site is not currently located within an existing flood plain, nor shall the proposed design
result in washout of solid waste such as to pose a hazard to human life, wildlife, land or water
resources. The composting facility will be located, as required, a minimum of fifty (50) feet from
any property boundary delineating parcels of land not owned by Chambers Development of
North Carolina, Inc. or Waste Connections of the Carolinas, Inc. A two hundred (200) foot
minimum buffer between compost areas and residences or dwellings not owned or occupied by
the permittee will be maintained at all times. A fifty (50) foot buffer zone will be maintained
between the composting area and perennial streams/rivers. A twenty-five (25) foot minimum
buffer will be maintained between compost areas and swales or berms to allow for adequate
access of firefighting equipment.
The composting facility shall be located in accordance with 15A NCAC 2B .0200, Classification
and Water Quality Standards Applicable to Surface Waters in North Carolina. The site will not
cause a discharge of materials or fill materials into waters of the State that would be in violation
of Section(s) 404, and 402 of the Clean water Act, or in violation of the requirements of the
National Pollutant Discharge Elimination System (NPDES). The site will not cause non -point
source pollution of waters of the state that violates assigned water quality standards.
The site shall not contravene groundwater standards as established under 15A NCAC 02L. The
portion of the site designated for active composting will have a soil texture finer than loamy
sand, and a depth to the seasonal high water table shall be maintained of at least twelve (12)
inches, (Type 1 facility).
The site shall not allow unauthorized access from the public. A paper copy and one electronic
copy of this comost facility permit application shall be submitted to the Division per regulation
15A NCAC 13B. 1405
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Compost Application 3 March 2023

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3.0 DESIGN REPORT
3.1 DESIGN CAPACITY
The design capacity of the facility is approximately 50,000 cubic yards per year.
3.2 MATERIAL PROCESSING
This section provides general material processing information. Detailed operations are illustrated
on the flow diagram on Page 13 of this report.
Compost (grass clippings and loose leaves)
Grass clippings generated by the Anson County or City of Polkton will be received for at a set
tipping fee, unless other agreements are made. All material shall be transported through the
scales for weighing verification. The material will then be transported to the drop-off area for
unloading. The grass clippings and leaves will be segregated in compost windrows. Product
mixing will include some soil and mulch fines to enhance nitrification. The compost produced
will be available to the Anson County governmental agencies and residents as applicable.
Land -clearing debris (tree limbs, tree stumps, etc.)
Land -clearing debris will be transported in bulk loads and weighed at the scale house. Land -
clearing debris generated on site will not be weighed. The material will then be transported to
the drop-off area. The debris will be routed to temporary stockpiles in the reprocessing area. This
debris material will also be stored in windrows or static piles for proper management. The
material will be scheduled for grinding when windrow storage capacity reaches 6,000 cubic
yards. A tub grinder will be utilized to produce mulch from the material. The mulch products
will then be placed in the windrows for storage. The mulch produced will be used on -site to
supplement erosion control measures. As with the compost produced, the mulch material will be
offered to the residents of Anson County governmental agencies and residents as applicable.
165-276 Anson County Landfill
Compost Application 4 March 2023

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Soil from land-clearingdbris
Topsoil from root balls of stumps will be removed prior to grinding and stockpiled separately.
The fines from mulch screening will be mixed with the topsoil removed from the root balls, and
power screened to refine the product type. The material will then be windrowed for storage. This
material will be used to improve cover soils for hydro -seeding. Also, some of the topsoil
products will be offered to the Anson County governmental agencies and residents as applicable.
3.3 TEMPERATURE MONITORING
Temperature monitoring requirements shall meet the record keeping requirements per rule 15A
NCAC 13B .1408. The compost is monitored on every other day for the time period to verify
time and for temperature requirements. For compost windrows that have been in storage for
thirty (30) days or longer, the temperature is to be monitored on a weekly basis. The temperature
probes will be placed in the compost to document and measure temperature generations. The
recorded temperature will be used to ensure that the minimum temperature of 13 V F for three (3)
days is maintained for the compost. Should the recorded temperature fall below the 131 ° F
temperature specified, pathogen testing will be performed to ensure pathogen levels are in the
required range.
The procedure utilized for temperature recording is random testing of all stored compost in
windrows at the frequencies mentioned above. Each composting windrow will be monitored with
a compost thermometer, which has a 48-inch probe to ensure that all areas inside the windrow
can be measured. Each probe measurement will be obtained at fifty (50) foot intervals utilizing
the full length of the probe. Each probe will be monitored for a period of approximately five
minutes, or until the temperature reading has stabilized. Each monitoring event will be recorded
on a monitoring chart. The probe will be verified twice daily at the same location for temperature
recordation. If necessary, additional windrow turning will be performed for the compost to bring
the temperature up to the required 131 ° F for three days.
165-276 Anson County Landfill
Compost Application 5 March 2023

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3.4 TEMPERATURE CONTROL
Windrow turning is performed on the compost once to twice monthly. The compost is turned
using a front-end loader or windrow turner. If temperatures for the compost windrows fall below
the 13 V F required for three days, additional windrow turning will be performed.
In addition to windrow turning, adding a mixture of grass clippings with the wood chips and
leaves will increase biodegradation. If additional turning does not bring temperatures to the
desired range, ammonium nitrate may be added to improve biodegradation.
3.5 SERVICE AREA
The Anson County Municipal Solid Waste Landfill composting will continue to service Anson
County and other counties as approved by franchise.
3.6 EQUIPMENT REQUIREMENTS
The facility will be operated with equipment used by the facility owner to maintain and operate
the existing municipal landfill.
165-276 Anson County Landfill
Compost Application 6 March 2023

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4.0 CONTAINMENT AND ENVIRONMENTAL CONTROL SYSTEM
4.1 GROUNDWATER CONSIDERATIONS
A minimum of twelve (12) inches will be maintained to the seasonal high water table.
4.2 CONTROLLING NUISANCES AND VECTORS
Potential nuisances affecting the area surrounding the landfill's composting facility include odor,
dust, fires, blowing litter, sedimentation, and vectors. Potential vectors include rodents, birds,
and other scavengers.
A water truck will be used to control dust emissions on borrow areas and haul roads and. This
equipment will be used on an as -needed basis.
Open burning is not permitted at the landfill. In the event of a fire in the debris, the burning
materials will be covered with a soil cover if the fire is deemed manageable. If the fire is
determined to be unmanageable for landfill personnel, the local fire department will be notified.
Fences will be used to control blowing litter. Routine inspection and policing of the facility will
be conducted to ensure that litter will not pose a nuisance or hazard.
The site shall be designed to minimize emissions and Odors and will meet all requirements set
forth in the air pollution control requirements established under 15a NCAC 04. Odors and
vectors are not expected to be problematic.
165-276 Anson County Landfill
Compost Application 7 March 2023

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5.0 ANSON COUNTY MUNICIPAL SOLID WASTE LANDFILL DEVELOPMENT,
GENERAL
OPERATION AND MAINTENANCE
5.1 PLAN AND PERMIT REQUIREMENTS
All construction documents and plans of the permit shall be followed. A copy of the plans,
permits, and operational reports shall be maintained at the office at all times.
5.2 HOURS OF OPERATION
The Anson County Municipal Solid Waste Landfill and its composting facility will typically
maintain operating hours between 6:30 AM and 4:00 PM Monday through Friday. The facility
will be closed on the following holidays:
New Year's Day Labor Day Memorial Day Thanksgiving Day
Independence Day Christmas Day Memorial Day
A sign or signs identifying the owner, operator, telephone number, NCDENR permit number,
types of waste accepted and the landfill operating hours will be posted at the entrance to the
landfill.
5.3 DROP-OFF AREA
The drop-off area will be located adjacent to the scalehouse at the entrance to the landfill, which
is shown on the Site Plan in Appendix A. Waste that does not meet the criteria for the acceptable
materials shall be disposed of in an on -site waste container for future disposal at the permitted
municipal solid waste landfill.
5.4 WINDROW PROCESSING
The composting process itself takes an extended period. The windrows containing compost are to
be turned once to twice monthly. The composting matter is to remain in the windrows for
approximately three to six months for aging prior to use.
165-276 Anson County Landfill
Compost Application 8 March 2023

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5.5 ADVERSE WEATHER CONDITIONS
Processing, loading, and storage of mulch and compost are done regardless of the weather
conditions.
The drop-off area and entrance have all-weather roadways. The roadways shall be kept clear
during periods of snowfall. Tub grinding and screening may be stopped during periods of high
winds, should dust become an issue. Dust shall be controlled on the roadways as described in
Section 4.2.
5.6 FLOW DIAGRAM
Please refer to the attached Flow Diagram on Page 13 of this report.
5.7 CONTINGENCY PLAN
Should an instance of on -site equipment failure or temporary shutdown of the facility occur, all
incoming loads of material shall be stockpiled at the drop-off area.
On -site, no open burning of material is permitted. Should accidental fires occur, equipment and
stockpiled soil shall be provided to control them. Any occurrence of fire at the facility shall be
reported to the NCDENR Division of Waste Management within 24 hours, and written
notification shall be submitted by the Operations Manager within 15 days.
Should a fire occur at the facility, the local fire department (Polkton Fire Department) shall be
notified. Loads that are hot shall be removed immediately and placed away from the facility and
the fire department shall be notified. Said loads shall be sprayed down with water until the fire
and/or combustion is extinguished. The load shall then be reloaded for disposal in the landfill.
The Polkton Fire Department is aware of this proposed facility. Should a fire occur they have
agreed to respond to the site.
165-276 Anson County Landfill
Compost Application 9 March 2023

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6.0 FACILITY OPERATION
6.1 TRAINING OF FACILITY PERSONNEL
The proposed management team and site operations staff are properly trained to execute
important tasks such as the following:
1. Monitoring of incoming wastes.
2. Identification of unauthorized wastes.
3. Accurate recording of accepted wastes.
4. Safe equipment operation.
The management team includes Mr. Tyler Fitzgerald, District Manager and Timothy J. Fadul,
Division Vice President.
6.2 ENTRANCE
The existing entrance and haul roads for the Anson County Municipal Solid Waste Landfill will
be used to access the Anson County Municipal Solid Waste Landfill Composting Facility.
6.3 ACCESS AND SECURITY
The site has controlled access with the use of entrance gates. The entrance gates allow entry to
the currently operating landfill located to the west of the composting facility. The same entrance
will be used for access to the composting facility, and will remain gated. Access to the
composting facility is restricted to the entrance gate only. The currently operating landfill (with
fencing and wooded buffer) prevents un-authorized access to the compost area. Access roads are
all-weather construction and will be maintained in good condition.
A scalehouse is located at the entrance with an attendant present during operational hours. The
attendant is responsible for evaluating loads to assure compliance with operation requirements
and to direct the loads to the appropriate location on site —landfill or composting facility. In
addition, signs are posted to direct loads to the appropriate area.
165-276 Anson County Landfill
Compost Application 10 March 2023

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Dust is controlled on access roads through the use of a water truck. Signs are posted indicating
that liquid, hazardous, and municipal wastes are prohibited.
6.4 SIGNS
Existing signs are provided at the site entrance and show the contact name, telephone number,
permit number, and the landfill operating hours. Information on disposal procedures and wastes
that cannot be accepted is also provided. Traffic signs will be provided as needed to direct
customers and to promote orderly traffic flow to and from the disposal areas. Signage shall state
that no hazardous waste, asbestos containing waste, or medical waste may be received at the site.
6.5 WASTE ACCEPTANCE
The Anson County Municipal Solid Waste Landfill Compost Facility will accept yard trash as
defined in 30A-290(a)(45) (solid waste consisting solely of vegetative matter resulting from
landscaping maintenance). All yard trash will be composted. The following waste will be
accepted:
1. Grass clippings, loose leaves, etc.
2. Tree limbs, stumps, etc.
3. Soil from land clearing debris.
The Anson County Municipal Solid Waste Landfill Compost Facility cannot accept the
following wastes. Further, the following wastes cannot be processed into the compost:
1. Hazardous waste nor asbestos containing waste.
2. Household hazardous waste.
3. Any compost made from solid waste.
The Operations Manager will notify the NCDEQ Division of Waste Management within twenty-
four (24) hours of an attempt to dispose of any of the forbidden waste products.
165-276 Anson County Landfill
Compost Application 11 March 2023

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6.6 DUST, LITTER, ODORS, AND VECTORS
Dust, litter, odors, and vectors are discussed in Section 4.2. Dust generated by composting
operation will be controlled or reduced by:
1. Application of water by using a water truck.
2. Regular removal of mud and dirt from the paved roads.
3. Vegetating of final cover and borrow areas as soon as practical.
Blowing litter will be reduced or controlled by:
1. Limiting the size of the active working area.
2. Utilization of litter fences.
3. Policing of the area.
Odors and vectors are not expected to be problematic.
If environmental problems associated with the landfill are detected and confirmed by NCDEQ,
Waste Connections of the Carolinas, Inc. will submit to NCDEQ for review and approval a
corrective action plan and a schedule of compliance for implementing the plan.
6.7 LANDSCAPING MAINTENANCE
Landscaping maintenance will include the existing entrance. Grass is mowed as needed and any
distressed areas will be fertilized or replanted. Planted shrubbery and trees will be fertilized and
mulched as needed.
6.8 RECORD KEEPING AND REPORTING
Records shall be maintained at the site by the Facility operator / Owner for a minimum of 5 years
per Rule 15A NCAC 13B .1408(a). Annual reporting shall be submitted to the Division by
August I" of each year and contain the requirements listed in Rule 15A NCAC 13B .1408(b)
165-276 Anson County Landfill
Compost Application 12 March 2023

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6.9 CLOSURE REQUIREMENTS
Material finished on -site will comply with G.S. 130A-309.05. All unfinished compost materials
and feedstock shall be taken to a solid waste facility within 180 days. The Owner or operator
shall notify the Division upon completion of removal of the unfinished materials to a solid waste
facility. Future compost operations at the site shall require submittal of a new permit application
in accordance with Rule .1405 of this Section once the permitted compost facility has been
closed in accordance to Rule 15A NCAC 13B.1410.
165-276 Anson County Landfill
Compost Application 13 March 2023

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Flow Diagram
165-276 Anson County Landfill
Compost Application 14 March 2023

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LEGEND
- - PROPERTY LINE
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EXISTING STREAMS
50' STREAM BUFFER
EXISTING WETLANDS
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XI

LEACHATE RECIRCULATION OPERATIONS PLAN
FOR THE ANSON COUNTY
MUNICIPAL SOLID WASTE LANDFILL
Prepared for:
CHAMBERS DEVELOPMENT OF NORTH CAROLINA, INC.,
A WHOLLY OWNED SUBSIDIARY OF WASTE CONNECTIONS, INC.
POLKTON, NORTH CAROLINA 28135
Prepared by:
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
CHARLOTTE, NORTH CAROLINA
CEC PROJECT 130-099
May 2013
Revised August 2015
Revised December 2018
Revised March 2023
Civil & Environmental Consultants,
Inc.
Charlotte 2030 S. Tryon Street I Suite 3E
Austin 855/365-2324
Columbus 888/598-6808
North Central PA 877/321-2324
Charlotte, North Carolina 28203
Boston 866/312-2024
Detroit 866/380-2324
Phoenix
877/231-2324
Ph: 980/224-8104 / Fx: 980/224-8172
Chicago 877/963-6026
Export 800/899-3610
Pittsburgh
800/365/2324
Toll Free: 855/859-9932
Cincinnati 800/759-5674
Indianapolis 877/746-0749
St. Louis
866/250-3679
[e-mail]
Cleveland 866/507-2324
Nashville 800/763-2326
Toledo
888/598-6808
www.cecinc.com

Civil & Environmental Consultants, Inc.
Charlotte 2030 S. Tryon Street I Suite 3E Austin 855/365-2324 Columbus 888/598-6808 North Central PA 877/321-2324
Charlotte, North Carolina 28203 Boston 866/312-2024 Detroit 866/380-2324 Phoenix 877/231-2324
Ph: 980/224-8104 / Fx: 980/224-8172 Chicago 877/963-6026 Export 800/899-3610 Pittsburgh 800/365/2324
Toll Free: 855/859-9932 Cincinnati 800/759-5674 Indianapoli 877/746-0749 St. Louis 866/250-3679
[e-mail] Cleveland 866/507-2324 Nashville 800/763-2326 Toledo 888/598-6808
www.cecinc.com

TABLE OF CONTENTS
AV AV
AF
F i i
Pages
1.0 Introduction......................................................................................................................1
1.1 General......................................................................................................................1
1.2 Purpose......................................................................................................................1
1.3 Project Goals and Objectives......................................................................................2
1.4 Regulations.................................................................................................................2
2.0 System Description..............................................................................................................4
2.1 Overview......................................................................................................................4
2.2 Leachate Collection System Details
............................................................................4
2.3 Leachate Recirculation Operations..............................................................................4
3.0 Recordkeeping and Reporting..............................................................................................7
APPENDICES
APPENDIX A — Monitoring Forms

1.0 INTRODUCTION
1.1 GENERAL
FAF
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This document is the Leachate Recirculation Operations Plan for the Anson County Municipal
Solid Waste (MSW) Landfill, located in Anson County, North Carolina, owned by Chambers
Development of North Carolina, Inc. a wholly owned subsidiary of Waste Connections Inc. The
Plan serves as a guide to the landfill operator with respect to routine landfill operations,
environmental monitoring, and record keeping related to the leachate recirculation system. In
accordance with the contractual agreement with Anson County, the landfill can operate at a
maximum average waste acceptance rate of 750 tons per day during the first year of operation,
increasing its waste acceptance rate 10 percent per year up to a maximum average of 6,000 tons
of solid waste per day. Based on the operational rates described above, the landfill is expected to
be in operation for a minimum of 27.5 years from commencement of waste disposal. Design
calculations for the leachate recirculation system are based on these disposal rates and are subject
to change in the event of future modification to maximum disposal rates in the Anson County
contractual agreement.
The Anson County Municipal Solid Waste Landfill is located at the north end of Dozer Drive
between Polkton and Wadesboro on U.S. Route 74. The site is bounded on the northwest by
Brown Creek, on the east by Pinch Gut Creek, and on the south generally by the CSX railroad.
The Anson County Municipal Solid Waste Landfill serves North Carolina and South Carolina.
1.2 PURPOSE
This operations plan is intended to serve as a site reference and to provide recordkeeping logs.
Every employee should be acquainted with its contents and location at the site.
165-276 Leachate Recirculation Plan 1 March 2023

FAF
Al :ii
Information contained in this operations plan describes the permitted leachate collection system,
proposed methods to recirculate leachate, volume and rate of leachate to be recirculated, and the
operational capability to recirculate leachate.
1.3 PROJECT GOALS AND OBJECTIVES
The goals and objectives of leachate recirculation are:
- Reduce the wastewater quantity pumped to a wastewater treatment for final treatment and
discharge,
- Improve long-term leachate quality,
- Increase the degradation rate of the organic waste mass,
- Increase landfill life due to increased settlement of the waste.
1.4 REGULATIONS
15A NCAC 13B .1600 and all conditions of the operating permit granted by the NCDEQ, shall
take precedence and be complied with by the landfill operator if there is an actual or perceived
contradiction with the text of this plan, unless written consent for variance(s) is granted by the
NCDEQ. The Site Manager should be familiar with the NCDEQ regulations and facility permit.
Leachate Recirculation is allowed at the landfill, per the approval of NCDEQ and according to
15A NCAC 13B .1626(9)a(ii).
165-276 Leachate Recirculation Plan 2 March 2023

FAw
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165-276 Leachate Recirculation Plan 3 March 2023

2.0 SYSTEM DESCRIPTION
2.1 OVERVIEW
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The proposed Leachate Recirculation System (LRS) has been designed to be flexible in allowing
the staff to identify potential problems and implement solutions. The proposed LRS will involve
recirculating leachate into the surface of all active cells of the landfill during daily waste
operations using a tanker truck (or similar) to spray the leachate directly into the working face
with subsequent mixing by working face equipment.
2.2 LEACHATE COLLECTION SYSTEM DETAILS
Each cell of the municipal solid waste landfill is designed and constructed with a composite
Subtitle D liner and leachate collection and removal system. The leachate collection system
consists of a 24-inch thick drainage layer constructed with porous earthen materials, drainage
geocomposite, and pipes, and directs leachate to a low point with a sump. Each sump has a
submersible pump to remove leachate from the collection layer and direct the leachate, via a
pressure sewer, to an on -site leachate storage area. The pumps operate automatically based on
the liquid level in the sumps.
Disposal of leachate from the landfill currently occurs by transporting leachate via a forcemain to
the Anson County WWTP.
2.3 LEACHATE RECIRCULATION OPERATIONS
Leachate can be recirculated onto the working face each day at a rate of 30 gallons of leachate
per ton of waste placement. The average daily waste tonnage is the primary variable controlling
the volume of leachate that can be sprayed onto the working face, since this variable controls the
165-276 Leachate Recirculation Plan 4 March 2023

FAF
Al :ii
overall area of the working face, and thus the planar area required to contain the average daily
volume. Generally, the larger the average daily tonnage, the larger the working area, and
consequently the larger volume of leachate that can be sprayed onto the working face. Table 1
below displays the design volume of leachate to be recirculated at varying daily waste tonnage
rates.
Table 1 Design Leachate Recirculation
Rate
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Average Daily Waste Tonnage (tpd)
f Waste Density = 1200
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--*—Waste Density = 1700
Ibs/Cy
The typical volume of leachate that can be recirculated on a daily basis (i.e., 30,000 to 45,000
gpd) is operationally achievable. A typical tanker capacity of approximately 5,000 gallons
coupled with a pump size of 200 gallons per minute (gpm) would allow the entire volume to be
sprayed back onto the working face within an 8-hour working day. It is anticipated that
application of leachate will be spread relatively evenly throughout the day so that moisture
addition is consistent throughout the waste mass. At the working face, waste will continue to be
compacted in normal fashion after the leachate has been evenly sprayed into the waste.
165-276 Leachate Recirculation Plan 5 March 2023

FAF
Al :ii
The following operational guidelines will be followed for direct spray recirculation into the
working face:
- No leachate will be recirculated on less than one lift (10 feet) of waste;
- No leachate will be recirculated when it is raining or when the waste is observed to be too
wet;
- No leachate runoff or application on the sideslope of the landfill will be allowed;
- Odors and other vectors will be controlled according to the Landfill Operations Plan; and
- Leachate will be recirculated during daylight hours only;
- If coal combustion residual (CCR) is accepted at a rate in excess of 250 tons per day, no
leachate will be recirculated in cell areas that have accepted CCR.
Staff will routinely monitor the working face to determine if ponding or seepage of leachate is
occurring. In instances where these conditions are observed, leachate recirculation will be
temporarily suspended, the problem areas will be corrected, and recirculation will then be
continued in new areas.
165-276 Leachate Recirculation Plan 6 March 2023

3.0 RECORDKEEPING AND REPORTING
Recordkeeping will be maintained on a daily basis. Forms are included in the Appendix A for
daily operations and recordkeeping. These forms track leachate generation, leachate
recirculation, and weather conditions. Problems in daily operation of the leachate collection
system and leachate recirculation system will be noted on these forms along with the solutions.
A recording rain gauge and thermometer are placed at the scalehouse for daily recording of
weather measurements. Copies of these forms and reports will be kept as part of the daily
operating log of the landfill in accordance with the Landfill Operations Plan.
130-099 Leachate Recirculation Plan 7 August 28, 2015

APPENDIX B
DRAWINGS

1.1
7
A
5
4
PHASES 4 & 5 EXPANSION PERMIT APPLICATION
FOR
CHAMBERS DEVELOPMENT OF NORTH CAROLINA, INC.
ANSON COUNTY MSW LANDFILL
(PERMIT No. 0403=MSWLF=2010)
ANSON COUNTY, NORTH CAROLINA
REFERENCE VICINITY MAP
1. U.S.G.S. 7.5' TOPOGRAPHIC MAP, POLKTON QUADRANGLE, NC DATED: 2013.
2. U.S.G.S. 7.5' TOPOGRAPHIC MAP, RUSSELVILLE QUADRANGLE, NC DATED: 2013. SCALE: 1"-1,000'
MARCH 2O23
LIST OF DRAWINGS:
C000 COVER SHEET
F100 EXISTING SURVEY PLAN
F101 EXISTING PERMITTED FACILITY DEVELOPMENT PLAN
F102 PROPOSED PHASE 5 EXPANSION FACILITY DEVELOPMENT PLAN
F103 PHASES 4 &5 EXPANSION AREA FACILITY DEVELOPMENT PLAN
F200 FACILITY OPERATIONS FILL PROGRESSION PLAN
F201 FACILITY OPERATIONS FILL PROGRESSION PLAN
Cl 00 OVERALL SITE PLAN
C300-C301 TOP OF SUBGRADE PLAN
C302-C303 TOP OF CLAY LINER PLAN
C304-C305 TOP OF PROTECTIVE COVER PLAN
C400 LEACHATE CONVEYANCE PLAN
C401 BORROW AREA PLAN
C500 FINAL COVER PLAN
C501 STORMWATER DRAINAGE PLAN
C600-C606 CONSTRUCTION DETAILS
C700-C702 LEACHATE DETAILS
G100 GENERALIZED TOP -OF -BEDROCK CONTOUR MAP
G200 SEASONAL HIGH GROUNDWATER CONTOUR MAP
G201-G204 HYDROGEOLOGIC CROSS -SECTIONS
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IT'S THE LAW!
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2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED l /JII J J // // // i /j// / // / ( \ \ / \ CHAMBERS WA TE SYSTEMS �F NC \ \ �- \ \ \ \ \ \� N \ \� ( \�/ i
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3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016. 1 1 /j / / " �_ _i�_�i / I// / /� /,- i / ( ( I ( / \ I , I \`\ \ \ // \ / / / BRUNSWICK TIMBER LLC
4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: \I \ i / ' /fir IIII J /// // �/ ' '/ I I ) I / / \ I 1 \ - �/ / / ' /)) I \\ \ \ \\ J I 645500651396
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LEGEND
- - PROPERTY LINE
— — — — 300' PROPERTY BUFFER
EXISTING STREAMS
50' STREAM BUFFER
EXISTING WETLANDS
50' WETLANDS BUFFER
- 300 - EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
F M EXISTING LEACHATE FORCEMAIN
100-YEAR FLOODPLAIN
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INTERCELL LIMIT
PERIMETER ROAD
NORTH CAROLINA
BOARD OF EXAMINERS
SCALE IN FEET FOR ENGINEERS AND
SURVEYORS LICENSE
0 300 600 NO. C-3035
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1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED \ / � \ \ IIII/ \\\ --IIII //l / -/ �/ /� /// / // //ram % / //�� -�� \ \
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AT 2-FT CONTOUR INTERVALS BY GPI (JOB N0. 18-006); DATE OF AERIAL I �/ \ / \ \ \ / v / /// �i/ _ / // / I / / ^� I ( � / / \ 1 �\� �\ \\ \ I 1 / / I I I � �i ��- / / /
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2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED % / I II ) ,) / // // � ice__- - I / j// /J l \ \ \ / / \ \ \ CHAMBERS WASTE SYSTEMS OF iVC \ �\ \ \ \ l \ \ I \ '
FROM NC DOT GIS. �\ ) l v // / / /// I ( l'%i /) / // / // / / \ \ I \ \ ti \ III�Y" \\ 1 �- J \\ \\ \ \ \ \ 1 t /
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3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016, 1 / Jij//' I / �/ /- ,/ , /� ;i ,-�// !// / // �- i/ / / / 1 ( I I r- - --�/ ) I / J \ \\ X � )�,�)�,,,�
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4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: \/ ,_� j // 1/�//��N C DEPT OF T24AlSPORTATIOn� / / / � / I 1 / / / \ \ / - /, / IIII, \\ ;� \\I \ ( I / J� \ /
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1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED \\ % / �`\\ \ /�/// / - \\\�-zzz�- J/ll //l / - // / � // / / / � //i'- ) \ 1 645500264318 I I I I \ \� / /// I 1 I ))\� \� 1!r --\ ,%� \ /
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2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED % / /) II J J / // ///i�__� /j// , j// /J l \ \ \ / / \ \ \ CHAMBERS WASTE SYSTEMS OF iVC \ ��\ ` \ \ \ l \ \ I / _
FROM NC DOT GIS. �\ I l v // / /Ill III l/%��/,_//?_/5_�
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�\ I I //, // �J l/i' /�� /j i�/ii/ / / / / 1 I ) I 1 1 I �- /) 1 / \ ) �\ \ \\ \ \ \ / /
3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016. / Jij//' I / i��J/� ;i �11// !// / // �- i/ / / / 1 ( I I r- - --�/ J I / J \ \\ J X )\))�J',��_
\ J \ I \ \ / \ JI_/ 1 / \� — \ \ // \ / BRUNSWICK TIMBER LLC
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// / �/ / I I I \ \ / / / / ) ) I \ \ _ _ \\ \ \ I F J 6455006513964. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: j'__//I— C DEPT OF TRANSPORTATION / / / / ) 1 / / / I \ / // / \\\� \\ ;� \\o\ \ (I / J) \ /
3710644500J, 3710644600J, 3710645500J, 3710645600J. \\\ / / / // \//////�� / // f 6� 005253B,/ j/// j / /// / / / / / / / /J / / I \ `- \ \ �\ / /' f \ 1 \\�\ \ I I I ) I 1
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50' STREAM BUFFER
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SCALE IN FEET FOR ENGINEERS AND
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PHOTOGRAPHY JANUARY 15, 2018.
2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED
FROM NC DOT GIS.
3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016.
4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS:
3710644500J, 3710644600J, 3710645500J, 3710645600J.
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N / / /- /A // 1. THE PHASE DIVISION LINES SHOWN ARE APPROXIMATE AND MAY VARY •� r
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CULVERT 3 30 0 I I/ I I / -- II
//� _ / I/ / / i / ////�// WASTE ACCEPTANCE. TEMPORARY INTERCELL BERMS MAY BE •'�
C604 / w I I I I I / / / / `- / MW-20S , //// / ( / \ / / / / / / /�j/ ///,//// CONSTRUCTED TO DIVIDE PHASES INTO SMALLER CELLS. THESE WILL
JPZ5-4D ill I BE INSTALLED AT THE DISCRETION OF ANSON COUNTY LANDFILL.
INSTALL EROSION CONTROL 33A 33 / � � / / / i I I J \\ r / / // /
/ / / % J I 3p _ / \// 1/ ////� / / / / / / / /// / // �// 2. REFER TO DRAWINGS C502-0503 FOR THE LANDFILL OPERATION
MATTING AT 3H:1V / / / 0 %
C605 C605 / / / / / / /-- (/ \� // / / / / // / / / ���/i //�// �� ��'XI.11 PLAN.
PERIMETER SLOPES (TYP.)
3. REFER TO DRAWING C500 FOR THE FINAL COVER PLAN. Z
-PHASE 5 /I / j� 4. REFER TO DRAWINGS C304-C305 & C400 FOR THE LEACHATE -
/ / / / �- / / /// / // // /// /�/ // / / Ln
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TRANSMISSION PLAN OUTSIDE LINED AREAS. �/� Z
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/� 5. REFER TO DRAWING C500 FOR THE LANDFILL GAS SYSTEM PLAN. Q J J
6. REFER TO DRAWING C501 FOR THE PERMANENT EROSION, SEDIMENT i
/ \\ \ \ -� / //-- / /-- /i /i /�% / l / / / /
\ \ .3 / / /� / / /// AND STORMWATER CONTROL SYSTEM PLAN.
/ 28 29 \ \ \ \ / / �� / i / PHASE 4 7. MONITORING WELL LOCATION INFORMATION PROVIDED BY CIVIL &
PERIMETER DITCH 5 \ \ \ \- - - / / /
CELL 1
C/ MDEANTTEADL 2C0O1N8S.6060REPOR
ULTANTS, INC IN THE DESIGN HYDROGEOLOGIC � J = V
i'` // -% / l // j/////// J � i
-1 D 8. EXISTING MONITORING WELLS AND PIEZOMETERS LOCATED WITHIN THE
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- ACCORDING TO THE PROCEDURE LISTED IN THE DESIGN Q li
\ \ \ ��/ -� �/ �Li / / -/ /// // EX/ST/NG / // HYDROGEOLOGIC REPORT 2018 BY CIVIL & ENVIRONMENTAL J LL
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C604 �\ \ EMERGENCY SPILLWAY SCALE IN FEET W II
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\ \\ --Sop \ -�\\ \� \\�\ \\� \ 0 100 200
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NO. C-3035
a REFERENCE o m
3 1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED
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PHOTOGRAPHY JANUARY 15, 2018. \ '
939114 o o <
2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED
DRAWING NO.:
N A FROM NC DOT GIS. \\ \ `--� �`` - J/ ////^, \\\ \ \\\ \ -� \` / > \\\ c•/
3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016. �/ /� \ \\\ 7 \ �/ \\ BEFORE YOU OIC,I �, �{,• C301
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N 3710644500J, 3710644600J, 3710645500J, 3710645600J. IT'S THE LAWI 3/17/2023
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PERIMETER DITCH 14 28 29
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LINER SYSTEM DRAWING KEY
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I MATCHLINE a�i//— /--- �__ 0 100 200
SEE SHEET C303 FOR —%'�—_----- NO. C-3035
CONTINUATION � / I I I \ �_r--=�•-- �` %� —� �—_ � _—� ___—_____
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a 1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED/�` � � / ___ � �-- - �- _ =_ _ _ \ \ \ p Q '�'•;7
o AT 2-FT CONTOUR INTERVALS BY GPI (JOB N0. 18-006); DATE OF AERIAL �' \ \ ` / / I I I III \ \ I \ I I \ I /� 0 _'----_-_�_ _ _ \ \ 1 \ \ •` t
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PHOTOGRAPHY JANUARY 15, 2018. \ \ \ > \ 1 I / /-_- =/ __- __-- '� \ SEAL s
/ I I I I I N IIII I I\\� \\ 11 \ I III I I I I (I �,�� .
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/ 290 I \\` /� I \\ \ / 300 // / / / PHASE 5\\ \\ / / I / / // / I I I 1 \ \ \ \ \ \ \ I I IIII I I
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a REFERENCE
3 1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED
AT 2-FT CONTOUR INTERVALS BY GPI JOB NO. 18-006 ; DATE OF AERIAL
PHOTOGRAPHY JANUARY 15, 2018.
2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED \ \
N, FROM INC DOT GIS. \ /�--�� ��—` —_--/ // .f / ''1 \ \ \\ \ \ \\
3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016.
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N 3710644500J, 3710644600J, 3710645500J, 3710645600J.
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1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED - \\ \\ J (� \ \ \- // \ J ( / ('/(II I I �� 1 / // l f / i \\\\\\\
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o AT 2-FT CONTOUR INTERVALS BY INDEPENDENT MAPPING CONSULTANTS (IMCJ \\ \ \\ \
e-^JJ \
°o JOB NO. 16030); DATE OF AERIAL PHOTOGRAPHY FEBRUARY 27, 2016. �) )
2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED / -�// j- ` / / /
� FROM NC DOT GIS.
i 3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016. -- \\--� /�/ ///���I \ \II III I \_� �-� II \ III I I 1 I I�II // (I/ I`I ��-_ I \� \\�\ _--_ - _/�✓ \1�J-�\ �\_ \ � �\ \\ \\��� \ \\�\\\��\� � � �o� _\\\J\\\ \r/ y'�0I% _\ ���)�\ �1 �i//'-�� -/. /// / /C � � 1\\ II\II\III�III /�/ �/ � (/ //��i�,/ _- J.�\ /� � \ l 1 I�(I /\ /-��1\ J \ \ /\ ) l\/\ \ \ \ /)\( 1I 0( \1 \I I \\\ �\/ ) \I\_I \\
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REFERENCE
1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED
AT 2—FT CONTOUR INTERVALS BY GPI (JOB NO. 18-006); DATE OF AERIAL ��� �...���� _�_J/ BASIN 15 23 —\
PHOTOGRAPHY JANUARY 15, 2018. jl \�_/' / j C60��\^\\\
2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED
FROM NC DOT GIS.
3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016.�.
4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: �\\\� \\�-� _-/--� ��
3710644500J, 3710644600J, 3710645500J, 3710645600J.
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TACK —ON SWALE FLOW DISCHARGING FROM
TACK —ON SWALE LOW POINT 3 1 0 3 1
Z I ,
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INTERIM 19 \\
TACK —ON \
SWALE C60 GEOMEMBRANE
N I \\ LINED DOWNCHUTE
2 \
\
\
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NOTE: UNDER INTERMEDIATE SLOPE
CONDITIONS, THE DOWNCHUTES WILL I�
BOTH BE LINED WITH GEOMEMBRANE. I \
TOP Ll
TACKH
Tq�K DISCHARGING FROM 2
ON SWALE LOW M1
--POINT
47
PLAN
I
GEOMEMBRANE
LINING
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— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — 1
FLOW FROM TOP OF
FINAL COVER SOIL c
NOTE: UNDER FINAL SLOPE CONDITIONS, THE
TACK —ON BENCHES WILL BE
VEGETATED AND THE DOWNCHUTES
WILL BE LINED WITH GEOMEMBRANE.
40—MIL
GEOMEMBRANE
LINING
3 3
4'
SECTION ANCHORMITRENCH ,
15 DOWNCHUTE - INTERIM
C60 N.T.S.
SCARIFY SURFACE AND STRIP VEGETATION
PRIOR TO FILLING FOR SWALE AND BERM
INSTALL SC150 MATTING ON 2:1 BERM
SLOPE AND TOP
SCARIFY SURFACE AND STRIP VEGETATION
PRIOR TO FILLING FOR SWALE AND BERM
INSTALL SC150 MATTING ON 2:1 BERM
SLOPE AND TOP
WASTE
INTERMEDIATE COVER SOIL
INTERIM TACK -ON SWALE - TYPICAL
N.T.S.
WASTE
INTERMEDIATE COVER SOIL
FINAL TACK -ON SWALE - TYPICAL
N.T.S.
INTERIM
LANDFILL
ci nor
LOW POINT DRAINS
TO DOWNCHUTE
C600 C600
1
3
3 : 1
6'
3 : 1
0
1
GEOMEMBRANE
LINED DOWNCHUTE
DOWNCHUTE GEOMEMBRANE TO BE
REMOVED OR ABANDONED IN
PLACE PRIOR TO CAP INSTALLATION
4'
SECTION
16 DOWNCHUTE - FINAL
C60 N.T.S.
I
DOUBLE
GEOMEMBRANE LINING
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GEOMEMBRANE LINING
1'x1' (MIN.)
ANCHOR TRENCH
ILF
1
3
NOTE: CHANNEL OR PIPE DOWNCHUTES MAY
BE INSTALLED IN THE LOCATIONS
SHOWN ON SHEETS C500 & C501.
18" PROTECTIVE COVER
MOUND 18" PROTECTIVE SOIL
COVER OVER TOP OF PIPE
2
1
GEOMEMBRANE LI
BAS H ETS
f� PERIMETER CHANNEL
17 DOWNCHUTE/PERIMETER CHANNEL INTERSECTION PLAN VIEW
C60 N.T.S.
GABION
I_ 4, MIN —I BASHETS
GEOMEMBRANE LINING CHANNEL
10' MIN. WALLS i
PROJECTED ❑
❑❑71 ❑
❑❑ ❑
❑❑
1 M ❑
CLASS A-1 GROUTED RIPRAP ❑ ❑
El El
18 DOWNCHUTE/PERIMETER CHANNEL INTERSECTION PROFILE VIEW
C60 N.T.S.
5 6 FINAL COVER SYSTEM
C600 C600
SECTION A -A
IPE DOWNCHUTE
N.T.S.
24"0 HDPE SMOOTH WALL FLEXIBLE PIPE
CONNECTED TO 24"x24"x24" TEE
SIZE VARIES— HDPE
SMOOTH WALL
FLEXIBLE PIPE
S� 0'OF
oow�cy�TF
27 y 28 V 29 ) PERIMETE
PnAArAnAArrnAJ CHANNEL
0 0 3
SIZE VARIES—HDPE 6" — 12" DIA. WELL —GRADED RIP —RAP
TEE FOR ENERGY STONE FOR CHANNEL LINING AT OUTLET,
DISSIPATION UNDERLAIN WITH 8 OZ/SY NON —WOVEN
G EOTEXTI LE
NOTES:
1. THIS OUTLET DESIGN TO BE USED AT ANY LOCATION WHERE THE SLOPE OF THE DISCHARGE
PIPE IS GREATER THAN 5%.
2. LARGER STONES (12"-18" DIA.) TO BE USED AROUND TEE DISSIPATOR AS THRUST BLOCKS.
22 SIDE SLOPE DOWNCHUTE OUTLET DISSIPATOR
C60 N.T.S.
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N.C. ONE -CALL CENTER / 111 ',®!'
IT'S THE LAWI 3/17/2023
8 1 7 1 6 1 5 1 4 3 1
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C604
DRY SEDIMENT BASIN PLAN VIEW
TOP OF 5' MIN. BASIN LENGTH
STORMWATER
EMBANKMENT "A" RUNOFF
PRINCIPAL SPILLWAY (SEE DETAIL BELOW)
EMERGENCY SPILLWAY
(SEE DETAIL)
25-YR WATER SURFACE ELEVATION "C" v
RISER CREST "D" o
ROCK
31 OUTLET EARTHEN DAM XRM BAFFLE HEIGHT "E"
C604 PROTECTION BASIN D
BOTTOM
ELEV. "G" E
BARREL F
-
I
24 FE
RISER ANTI- BASIN BOTTOM
ANTI -SEEP COLLAR FLOATATION SLOPE (0.5% MIN.)
C603 ORIFICE 25 SKIMMER
DRY SEDIMENT BASIN SECTIONAL VIEW
D/2
26
CLEANOUT STAKE
RIP -RAP STABILIZATION
SEDIMENT BASIN DESIGN TABLE
SEDIMENT>,
BASIN
NUMBER/NAME
A
(FMSL)
>,
B
(FMSL)
>, >,
C
(FMSL)
>, >,
D
(FEET)
,>
E
(FEET)
>,
F
(FEET)
>, >,
G
(FMSL)
SKIMMER
SIZE (IN.)
SKIMMER
ORIFICE (IN.)
BASIN
VOLUME
(C F)
DEWATERING
TIME (DAYS)
NO. OF
SKIMMERS
10
250.00
249.00
248.22
4.00
2.00
1.00
244.00
5.00
5.00
747,550
2.99
1
11
250.00
249.00
248.32
4.00
2.00
1.00
244.00
2.50
2.50
83300
2.64
1
12
290.00
289.00
288.28
4.00
2.00
1.00
284.00
2.00
2.00
37,509
2.24
1
13
284.25
283.00
282.47
4.00
2.00
1.00
278.00
4.00
4.00
356,920
3.33
1
14
266.00
264.00
264.37
4.00
2.00
1.00
260.00
2.00
2.50
83,876
2.91
1
15
296.00
294.00
294.29
8.00
2.00
1.00
286.00
5.00
5.00
1,045,570
3.96
1
Sw
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- IIIIIIIIIIII-III
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EMERGENCY SPILLWAY DETAIL
DRY SEDIMENT BASIN - GENERAL NOTES
RIP -RAP, 10-INCH Dso
GEOTEXTILE FABRIC
SPILLWAY
WIDTH
Sw (FT)
BASIN
10
20
BASIN
11
20
BASIN
12
20
BASIN
13
40
BASIN
14
20
BASIN
15
20
TRASH RACK AND
ANTI -VORTEX DEVICE
RISER END C
INSTALL SKIMMER
INTO ORIFICE
L
C, BARREL
po J�
PVC TI
PRINCIPAL SPILLWAY DETAIL
BASIN
10
BASIN
11
BASIN
12
BASIN
13
BASIN
14
BASIN
15
RH = RISER HEIGHT (FT)
4
4
4
4
4
8
DR = RISER DIAMETER (FT)
4
3
3
4
3
3
DH = ORIFICE DIAMETER (IN)
5
2.5
2
4
2.5
5
D= BARREL DIAMETER (FT)
2
2
2
2
2
2
1. SEDIMENT BASINS SHOULD NOT BE PLACED IN WATERS OF THE STATE OR
USGS BLUE -LINE STREAMS (UNLESS
6.
INSTALL SKIMMER AND COUPLING (AS NECESSARY) TO RISER STRUCTURE AT ORIFICE ALONG BOTTOM OF THE
APPROVED BY FEDERAL AUTHORITIES).
PRINCIPLE SPILLWAY'S RISER STRUCTURE. (REFER TO SKIMMER MANUFACTURER FOR INSTALLATION PROCEDURES
AND SKIMMER SPECIFICATIONS.)
2. SEDIMENT BASIN'S SIDE SLOPES SHALL BE SEEDED AND, WHEN NECESSARY, STABILIZED WITH VEGETATIVE OR
SYNTHETIC MATTING TO PREVENT THE FORMATION OF RILLS AND GULLIES.
7.
SKIMMER SHOULD BE EQUIPPED WITH A MECHANISM, SUCH AS A ROPE, TO ALLOW EASY ACCESS TO SKIMMER
TO UNCLOGGED ORIFICE OR PERFORM OTHER NECESSARY MAINTENANCE.
3. INSTALL THREE (3) ROWS OF POROUS BAFFLES WITH A MINIMUM SPACING
OF 10 FEET. BAFFLES SHOULD
ULTIMATELY BE PLACED TO MAXIMIZE THE SPACE BETWEEN EACH ROW OF
BAFFLES AND THE BASIN'S
8.
STORMWATER RUNOFF ENTERING THE BASIN MUST BE DIRECTED INTO PROPER BMPS TO PREVENT EROSION
INLETS/OUTLETS. ONLY TWO (2) ROWS OF BAFFLES ARE NECESSARY FOR
BASINS THAT ARE LESS THAN 50
ALONG SIDE SLOPES AND TO PREVENT SCOUR AT THE BASIN'S INLETS.
FEET IN LENGTH.
9.
THE ELEVATION OF THE EMERGENCY SPILLWAY SHOULD BE AT LEAST 1 FOOT BELOW THE TOP OF THE
4. POROUS BAFFLES SHOULD BE COMPOSED OF COIR-BASED MATERIALS OR
TRMS WITH A LIGHT PENETRATION
EMBANKMENT. THE EMERGENCY SPILLWAY SHOULD NOT BE LOCATED ON FILL MATERIAL, WHEN POSSIBLE. RIPRAP
(OPEN SPACES) BETWEEN 10-35%. THESE MATERIALS SHOULD NOT HAVE
LOOSE STRAW. SILT FENCE MAY NOT
AND GEOTEXTILE LINER SHOULD BE PLACED ON ALL SPILLWAYS THAT MUST BE LOCATED ON FILL MATERIAL.
BE USED AS POROUS BAFFLES.
5. EACH POROUS BAFFLES SHALL BE INSTALLED ACROSS THE ENTIRE WIDTH
OF THE BASIN AND ALONG THE
BASIN'S SIDE SLOPE UNTIL THE HEIGHT OF THE BAFFLE INTERSECTS THE
SLOPE.
23 SEDIMENT
BASIN
C603
N.T.S.
1'- O" MIN.
BAND OF
HELICAL PIPE
COLLAR TO BE
ED TO CENTER ROD AND LUG
ELICAL PIPE BAND
PARTIAL ELEVATION
END VIEW
EMBANKMENT
I I
PVC ELBOW I
'VC END CAP
1/2" HOLES
SIDE
SCH 40
PVC PIPE
WELD 1 1/8" x 1 1/8" x 1 1/8" ANGLES
TO COLLAR OR BEND A 90' ANGLE 1 1/8"
WIDE AS SHOWN IN DRAWING.
1 1/8"
1 1/8'
LSHEET METAL COLLAR SHALL BE CUT TO FIT
CORRUGATIONS OF HELICAL BAND, AND
WELDED WITH A CONTINUOUS WELD.
ISOMETRIC VIEW
24 HELICAL PIPE ANTI -SEEP COLLAR
C603 N.T.S.
TOP VIEW
WATER SURFACE
PROVIDE PROPER HORIZ. CLEARANCE
FROM SLOPE IN ORDER TO PROVIDE
FREE MOVEMENT OF SKIMMER
IFLEXIBLE HOSE
NOTES:
1.
FOR DETAILS OF FABRICATION DIMENSIONS:
MINIMUM GAGES, SLOTTED HOLES,
AND NOTES, SEE DETAIL.
2.
FOR BANDS AND COLLARS: MODIFICATIONS
OF THE DETAILS SHOWN MAY BE
USED PROVIDING EQUAL WATER TIGHTNESS
IS MAINTAINED AND DETAILED
DRAWINGS ARE SUBMITTED AND APPROVED
BY THE ENGINEER PRIOR TO
DELIVERY.
3.
TWO OTHER TYPES OF ANTI -SEEP COLLARS ARE:
A. CORRUGATED METAL, SIMILAR TO UPPER,
EXCEPT SHOP WELDED TO A
SHORT (4FT.) SECTION OF THE PIPE AND
CONNECTED WITH CONNECTING
BANDS TO THE PIPE.
B. CONCRETE, SIX INCHES THICK FORMED
AROUND THE PIPE WITH #3 REBAR
SPACED 15" HORIZONTALLY AND VERTICALLY.
4.
SIZE AND SPACING OF SLOTTED OPENINGS
SHALL BE THE SAME AS SHOWN
FOR CM COLLAR USE RODS AND LUGS TO
CLAMP BANDS SECURELY TO PIPE.
PVC VENT PIPE
BOTTOM SURFACE
FRONT VIEW
AFTER SKIMMER IS INSTALLED
CONTRACTOR SHALL NOTE SIZE
OF ORIFICE INSTALLED W/ A
PERMANENT MARKER - NOTATION
TO BE VISIBLE OUTSIDE OF BASIN
OSURE
UNIT
SCHEDULE 40
PVC PIPE
NOTE:
1. REFERENCE NCDEQ EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL, SECTION 6.64.
2. SKIMMER SHALL BE AS MANUFACTURED BY JW FAIRCLOTH OR APPROVED EQUAL BY THE ENGINEER.
25 SKIMMER
C603 N.T.S.
SCHEDULE 40
PVC PIPE
ORIFICE PLACE
PVC TEE
NORTH CAROLINA
BOARD OF EXAMINERS
FOR ENGINEERS AND
SURVEYORS LICENSE
NO. C-3035
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N.C. ONE -CALL CENTER ' t1 ',®!'
IT'S THE LAWI 3/17/2023
4 3 2
8 6 _

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BAFFLE MATERIAL
4
HEAVY DUTY PLASTIC TIES
2
G
F
E
ti
z_
0
SUPPORT ROPE
OR WIRE TO I
PREVENT SAGGING
1.25 LB/FT STEEL
SUPPORT POST
24" INTO BOTTOM
OR SIDE SLOPES
STAKE FOR
SUPPORT WIRE
COIR-BASED MATERIALS OR TRMs,
TRENCHED INTO BOTTOM AND SIDE SLOPES
CROSS SECTION VIEW
POROUS BAFFLE ROW
NON -CONCENTRATED
OUTFLOW
PERSPECTIVE VIEW
1.0' MIN. COVER
D
COMPACTED 2-2/3"x1/2"
UNCLASSIFIECORRUGATIONS
FILL (D+2') 16 GAUGE (MIN.)
(MIN.)
6" THICK (MIN.) UNCLASSIFIED
PIPE BEDDING
SECTION A -A
W2
END OF FLARED
W1
END OF APRON
PLAN
AI��I
I�
II
��FVO0
GO�
BOTTOM OF SEDIMENT
BASIN OR TRAP
SIDE SLOPES OF SEDIMENT
BASIN OR TRAP
vvrvn nv w vn
UNDISTURBED SOIL
NATURAL GRADE
26 POROUS BAFFLE
C604 N.T.S.
CO M PAc
BAFFLE
MATERIAL g"
FLAT -BOTTOM TRENCH DETAIL
BAFFLE MATERIAL
COMPACTED EARTH -\
RUNOFF
m�
HEAVY DUTY PLASTIC TIES
T
N
j (SEE CHANNEL SCHEDULE BELOW)
I u TRAPEZOIDAL TURF REINFORCEMENT MAT CHANNEL
C604 N.T.S.
N
BAFFLE MATERIAL
V-SHAPED TRENCH DETAIL
(ISE
DETAIL 27 HAS BEEN OMITTED
CULVERT SCHEDULE
CULVERT
INLET LOCATION
OUTLET
DI SCHPEAK
DIAMETER
NO.
LENGTH
SLOPE
NO.
LOCATION
FS�GE
(IN)
BARRELS
(FT)
M
1
PERIMETERDITCHITCH 1 &
BASIN 15
152.05
48
2
126
12.70
2
PERIMETER DITCH 3 &
BASIN 15
159.04
36
2
184
1.08
4
3
PERIMETERS ITCH 5 &
BASIN 14
37.49
24
1
132
6.06
4
PERIMETER DITCH ITCH 7 &
BASIN 13
171.18
36
2
104
3.85
5
PERIMETER DITCH 9 &
PERIMETER DITCH
7.71
18
1
159
1.26
11
10
6
PERIMETER 12 &
BASIN 12
BASIN
17.95
18
1
130
1.54
13
7
PERIMETER DITCH 14
BASIN 10
166.81
48
2
123
9.75
3o CULVERT
C604 N.T.S.
ELEVATION
Zl� �
OUTLET
LET
La)
W1�)
W �)
T25)
H
d50121N)
dM
4o.o
48 0
24 0
2
61N)
18 o(IN)
B
10.0
16.5
4.5
1.125
6
12
18.0
C
15
17
6
1.125
6
6
9
D
10
12
6
1.125
6
6
9
1' MIN. 1' MIN.
FILTER FABRIC
LAP
(IF NEEDED)
- RIP RAP
IF Cir
a as ............. ad T (THICH
LAYER OF FILTER FABRIC
SECTION B-B
NOTES:
1. CLASS OR MEDIAN SIZE OF RIPRAP AND LENGTH, WIDTH AND DEPTH OF APRON
TO BE DESIGNED BY THE ENGINEER AND ARE SUMMARIZED BELOW.
2. RIPRAP SHOULD EXTEND UP BOTH SIDES OF THE APRON AND AROUND THE END
OF THE PIPE OR CULVERT AT THE DISCHARGE OUTLET AT A MAXIMUM SLOPE OF
2:1 AND A HEIGHT NOT LESS THAN TWO THIRDS THE PIPE DIAMETER OR CULVERT
HEIGHT.
3. THERE SHALL BE NO OVERFLOW FROM THE END OF THE APRON TO THE SURFACE
OF THE RECEIVING CHANNEL. THE AREA TO BE PAVED OR RIPRAPPED SHALL BE
UNDERCUT SO THAT THE INVERT OF THE APRON SHALL BE AT THE SAME GRADE
(FLUSH) WITH THE SURFACE OF THE RECEIVING CHANNEL. THE APRON SHALL
HAVE A CUTOFF OR TOE WALL AT THE DOWNSTREAM END.
4. THE WIDTH OF THE END OF THE APRON SHALL BE EQUAL TO THE BOTTOM WIDTH
OF THE RECEIVING CHANNEL. MAXIMUM TAPER TO RECEIVING CHANNEL 5:1.
5. ALL SUBGRADE FOR STRUCTURE TO BE COMPACTED TO 95% OR GREATER.
6. THE PLACING OF FILL, EITHER LOOSE OR COMPACTED IN THE RECEIVING CHANNEL
SHALL NOT BE ALLOWED.
7. NO BENDS OR CURVES IN THE HORIZONTAL ALIGNMENT OF THE APRON WILL BE
PERMITTED.
8. FILTER FABRIC SHALL BE INSTALLED ON COMPACTED SUBGRADE PRIOR TO
PLACEMENT OF RIP RAP.
9. ANY DISTURBED AREA FROM END OF APRON TO RECEIVING CHANNEL MUST BE
STABILIZED.
31 OUTLET PROTECTION
C604 N.T.S.
GR(" loin �i iornnr Tn
BE
T
FINISHED GRADE
,AIDE
'STING GROUND
EXISTING GROUND
(SEE CHANNEL SCHEDULE BELOW)
29 TRIANGULAR TURF REINFORCEMENT MAT CHANNEL
C604 N.T.S.
CHANNEL SCHEDULE
CHANNEL
DESIGN
DEPTH
(FT)
BOTTOM
WIDTH
(FT)
TOP
WIDTH
(FT)
APPROX. SLOPE
M
SIDE SLOPES
(Z1/Z2)
CHANNEL
LINING
PERIMETER
DITCH
1
3.5
6.0
25.0
2.00
3/3
NAG
SC250
MATTING
PERIMETER
DITCH
2
4.0
0.0
25.0
8.00
3/3
N/A
PERIMETER
DITCH
3
2.0
0.0
12.0
8.00
3/3
N/A
PERIMETER
DITCH
4
4.0
6.0
30.0
3.60
3/3
NAG
SC250
MATTING
PERIMETER
DITCH
5
2.0
0.0
12.0
2.80
3/3
NAG
SC250
MATTING
PERIMETER
DITCH
6
2.0
6.0
18.0
8.00
3/3
NAG
SC250
MATTING
PERIMETER
DITCH
7
2.0
0.0
12.0
8.00
3/3
N/A
PERIMETER
DITCH
8
3.5
6.0
27.0
2.10
3/3
NAG
SC250
MATTING
PERIMETER
DITCH
9
2.0
0.0
12.0
8.00
3/3
NAG
SC250
MATTING
PERIMETER
DITCH
10
2.0
0.0
12.0
2.00
3/3
NAG
SC150
MATTING
PERIMETER
DITCH
11
2.0
0.0
12.0
8.00
3/3
NAG
SC250
MATTING
PERIMETER
DITCH
12
2.0
0.0
12.0
5.70
3/3
NAG
SC250
MATTING
PERIMETER
DITCH
13
2.0
0.0
12.0
5.80
3/3
NAG
SC250
MATTING
PERIMETER
DITCH
14
2.0
6.0
18.0
6.00
3/3
NAG
SC250
MATTING
PERIMETER
DITCH
15
2.0
6.0
18.0
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3/3
NAG
SC150
MATTING
PERIMETER
DITCH
16
2.5
6.0
18.0
6.00
3/3
NAG
SC250
MATTING
MIN
29T TEMPORARY DIVERSION DITCH
C604 N.T.S.
NORTH CAROLINA
BOARD OF EXAMINERS
FOR ENGINEERS AND
SURVEYORS LICENSE
NO. C-3035
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BEFORE YOU DIG! J'�g.`
CALL 1-800-632-4949 'i�, •Ij N �.�� C604
N.C. ONE -CALL CENTER / �1 ',®!'
IT'S THE LAWI 3/17/2023
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H DEFINITION: CONTROLLING RUNOFF AND EROSION ON DISTURBED AREAS BY ESTABLISHING PERENNIAL
VEGETATIVE COVER WITH SEED.
PURPOSE: TO REDUCE EROSION AND DECREASE SEDIMENT YIELD FROM DISTURBED AREAS, AND TO
PERMANENTLY STABILIZE SUCH AREAS IN A MANNER THAT IS ECONOMICAL, ADAPTS TO SITE CONDITIONS, AND
ALLOWS SELECTION OF THE MOST APPROPRIATE PLANT MATERIALS.
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SEEDBED REQUIREMENTS: ESTABLISHMENT OF VEGETATION SHOULD NOT BE ATTEMPTED ON SITES
THAT ARE UNSUITABLE DUE TO INAPPROPRIATE SOIL TEXTURE (NC EROSION AND SEDIMENT
CONTROL PLANNING AND DESIGN MANUAL, 1988), POOR DRAINAGE, CONCENTRATED OVERLAND
FLOW, OR STEEPNESS OF SLOPE UNTIL MEASURES HAVE BEEN TAKEN TO CORRECT THESE
PROBLEMS.
TO MAINTAIN A GOOD STAND OF VEGETATION, THE SOIL MUST MEET CERTAIN MINIMUM
REQUIREMENTS AS A GROWTH MEDIUM. THE EXISTING SOIL SHOULD HAVE THESE CRITERIA:
- ENOUGH FINE-GRAINED (SILT AND CLAY) MATERIAL TO MAINTAIN ADEQUATE MOISTURE
AND NUTRIENT SUPPLY (AVAILABLE WATER CAPACITY OF AT LEAST .05 INCHES WATER
TO 1 INCH OF SOIL).
- SUFFICIENT PORE SPACE TO PERMIT ROOT PENETRATION.
- SUFFICIENT DEPTH OF SOIL TO PROVIDE AN ADEQUATE ROOT ZONE. THE DEPTH TO
ROCK OR IMPERMEABLE LAYERS SUCH AS HARDPANS SHOULD BE 12 INCHES OR
MORE, EXCEPT ON SLOPES STEEPER THAN 2:1 WHERE THE ADDITION OF SOIL IS NOT
FEASIBLE.
- A FAVORABLE PH RANGE FOR PLANT GROWTH, USUALLY 6.0 - 6.5.
- FREE FROM LARGE ROOTS, BRANCHES, STONES, LARGE CLODS OF EARTH, OR TRASH
OF ANY KIND. CLODS AND STONES MAY BE LEFT ON SLOPES STEEPER THAN 3:1 IF
THEY ARE TO BE HYDROSEEDED.
IF ANY OF THE ABOVE CRITERIA ARE NOT MET - I.E., IF EXISTING SOIL IS TOO COARSE,
DENSE, SHALLOW OR ACIDIC TO FOSTER VEGETATION - SPECIAL AMENDMENTS ARE REQUIRED.
THE SOIL CONDITIONERS DESCRIBED BELOW MAY BE BENEFICIAL OR, PREFERABLY, TOPSOIL MAY
BE APPLIED.
SEEDBED PREPARATION
INSTALL NECESSARY MECHANICAL EROSION AND SEDIMENTATION CONTROL PRACTICES BEFORE
SEEDING, AND COMPLETE GRADING ACCORDING TO THE APPROVED PLAN.
LIME AND FERTILIZER NEEDS SHOULD BE DETERMINED BY SOIL TESTS. SOIL TESTING IS
PERFORMED FREE OF CHARGE BY THE NORTH CAROLINA DEPARTMENT OF AGRICULTURE SOIL
TESTING LABORATORY. DIRECTIONS, SAMPLE CARTONS, AND INFORMATION SHEETS ARE
AVAILABLE THROUGH COUNTY AGRICULTURAL EXTENSION OFFICES OR FROM NCDA. BECAUSE
THE NCDA SOIL TESTING LAB REQUIRES 1-6 WEEKS FOR SAMPLE TURN -AROUND, SAMPLING
MUST BE PLANNED WELL IN ADVANCE OF FINAL GRADING. TESTING IS ALSO DONE BY
COMMERCIAL LABORATORIES. WHEN SOIL TESTS ARE NOT AVAILABLE, FOLLOW RATES
SUGGESTED IN THE SEEDING SPECIFICATIONS SHOWN AT RIGHT. APPLICATION RATES USUALLY
FALL INTO THE FOLLOWING RANGES:
GROUND AGRICULTURAL LIMESTONE:
- LIGHT -TEXTURED, SANDY SOILS: 1 TO 1-1/2 TONS/ACRE
- HEAVY -TEXTURED, CLAYEY SOILS: 2-3 TONS/ACRE
FERTILIZER:
- GRASSES: 800-1200 LB/ACRE OF 10-10-10 (OR THE EQUIVALENT)
- GRASS -LEGUME MIXTURES: 800-1200 LB/ACRE OF 5-10-10 (OR THE
EQUIVALENT)
APPLY LIME AND FERTILIZER EVENLY AND INCORPORATE INTO THE TOP 4-6 INCHES OF SOIL
BY DISKING OR OTHER SUITABLE MEANS. OPERATE MACHINERY ON THE CONTOUR. WHEN
USING A HYDROSEEDER, APPLY LIME AND FERTILIZER TO A ROUGH, LOOSE SURFACE.
ROUGHEN SURFACES PRIOR TO SEEDING.
COMPLETE SEEDBED PREPARATION BY BREAKING UP LARGE CLODS AND RAKING INTO A
SMOOTH, UNIFORM SURFACE (SLOPES LESS THAN 3:1). FILL IN OR LEVEL DEPRESSIONS
THAT CAN COLLECT WATER. BROADCAST SEED INTO A FRESHLY LOOSENED SEEDBED THAT
HAS NOT BEEN SEALED BY RAINFALL.
TEMPORARY SEEDING SPECIFICATIONS
AREAS LEFT DISTURBED FOR LONGER THAT 30 DAYS BUT LESS THAN ONE
(1) YEAR:
Time Period
Item
Rate of Application
(lb./acre)
January 1 to May 1
Rye (Grain)
120
Annual Lespedeza (Kobe)
50
Limestone
2,000
10-10-10 Fertilizer
750
Nitrogen (March only)
50
Mulch
4,000
May 1 to August 15
German Millet
40
Limestone
2,000
10-10-10 Fertilizer
750
Mulch
4,000
August 15 to
December 30
Rye (Grain)
120
Limestone
2,000
10-10-10 Fertilizer
750
Mulch
4,000
If it is necessary to extend temporary cover beyond June 15, the area should be
overseeded with 50 lb/acre of Kobe lespedeza in latter February or early March.
SOIL
AMENDMENTS FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND
AGRICULTURAL LIMESTONE AND 750 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000 LB/ACRE STRAW. ANCHOR MULCH BY TACKING WITH ASPHALT, ROVING OR A
MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A
MULCH ANCHORING. TOOL.
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
SEEDING SEEDING DATES GIVEN IN THE SEEDING MIXTURE SPECIFICATIONS ARE DESIGNATED AS
"BEST" OR "POSSIBLE". SEEDINGS PROPERLY CARRIED OUT WITHIN THE "BEST" DATES HAVE A
HIGH PROBABILITY OF SUCCESS. IT IS ALSO POSSIBLE TO HAVE SATISFACTORY ESTABLISHMENT
WHEN SEEDING OUTSIDE THESE DATES. HOWEVER, AS YOU DEVIATE FROM THEM, THE
PROBABILITY OF FAILURE INCREASES RAPIDLY. SEEDING ON THE LAST DATE SHOWN UNDER
"POSSIBLE" MAY REDUCE CHANGES OF SUCCESS BY 30-50%. ALWAYS TAKE THIS INTO
ACCOUNT IN SCHEDULING LAND -DISTURBING ACTIVITIES.
USE CERTIFIED SEED FOR PERMANENT SEEDING WHENEVER POSSIBLE. CERTIFIED SEED IS
INSPECTED BY THE NORTH CAROLINA CROP IMPROVEMENT ASSOCIATION. IT MEETS
PUBLISHED NORTH CAROLINA STANDARDS AND SHOULD BEAR AN OFFICIAL "CERTIFIED
SEED" LABEL.
LABELING OF NON -CERTIFIED SEED IS ALSO REQUIRED BY LAW. LABELS CONTAIN
IMPORTANT INFORMATION ON SEED PURITY, GERMINATION, AND PRESENCE OF WOOD SEEDS.
SEEDS MUST MEET STATE STANDARDS FOR CONTENT OF NOXIOUS WEEDS. DO NO ACCEPT
SEED CONTAINING "PROHIBITED" NOXIOUS WEED SEED.
INOCULATE LEGUME SEED WITH THE RHIZOBIUM BACTERIA APPROPRIATE TO THE SPECIES OF
LEGUME. APPLY SEED UNIFORMLY WITH A CYCLONE SEEDER, DROP -TYPE SPREADER, DRILL,
CULTIPACKER SEEDER, OR HYDROSEEDER ON A FIRM, FRIABLE SEEDBED. WHEN USING A
DRILL OR CULTIPACKER SEEDER, PLANT SMALL GRAINS NO MORE THAN 1 INCH DEEP,
GRASSES AND LEGUMES NO MORE THAN 1 /2 INCH. EQUIPMENT SHOULD BE CALIBRATED IN
THE FIELD FOR THE DESIRED SEEDING RATE. WHEN USING BROADCAST -SEEDING METHODS,
SUBDIVIDE THE AREA INTO WORKABLE SECTIONS AND DETERMINE THE AMOUNT OF SEED
NEEDED FOR EACH SECTION. APPLY ONE-HALF THE SEED WHILE MOVING BACK AND FORTH
ACROSS THE AREA, MAKING A UNIFORM PATTERN: THEN APPLY THE SECOND HALF IN THE
SAME WAY, BUT MOVING AT RIGHT ANGLES TO THE FIRST PASS. MULCH ALL PLANTINGS
IMMEDIATELY AFTER SEEDING.
HYDROSEEDING:
SURFACE ROUGHENING IS PARTICULARLY IMPORTANT WHEN HYDROSEEDING, AS A
ROUGHENED SLOPE WILL PROVIDE SOME NATURAL COVERAGE FOR LIME, FERTILIZER, AND
SEED. THE SURFACE SHOULD NOT BE COMPACTED OR SMOOTH. FINE SEEDBED
PREPARATION IS NOT NECESSARY FOR HYDROSEEDING OPERATIONS: LARGE CLODS, STONES,
AND IRREGULARITIES PROVIDE CAVITIES IN WHICH SEEDS CAN LODGE.
RATE OF WOOD FIBER (CELLULOSE) APPLICATION SHOULD BE AT LEAST
2,000 LB/ACRE.
APPLY LEGUME INOCULATES AT FOUR TIME THE RECOMMENDED RATE WHEN ADDING
INOCULATE TO A HYDROSEEDER SLURRY.
IF A MACHINERY BREAKDOWN OF 1 /2 TO 2 HOURS OCCURS, ADD 50% MORE SEED TO
THE TANK, BASED ON THE PROPORTION OF THE SLURRY REMAINING. THIS SHOULD
COMPENSATE FOR DAMAGE TO SEED. BEYOND 2 HOURS, A FULL RATE OF NEW SEED MAY
BE NECESSARY.
LIME IS NOT NORMALLY APPLIED WITH A HYDRAULIC SEEDER BECAUSE IT IS ABRASIVE.
IT CAN BE BLOWN ONTO STEEP SLOPES IN DRY FORM.
MAINTENANCE: GENERALLY, A STAND OF VEGETATION CANNOT BE DETERMINED TO BE FULLY
ESTABLISHED UNTIL SOIL COVER HAS BEEN MAINTAINED FOR ONE FULL YEAR FROM PLANTING,
INSPECT SEEDED AREAS FOR FAILURE AND MAKE NECESSARY REPAIRS AND RESEEDINGS
WITHIN THE SAME SEASON, IF POSSIBLE.
RESEEDING: IF A STAND HAS INADEQUATE COVER, RE-EVALUATE CHOICE OF PLANT MATERIALS
AND QUANTITIES OF LIME AND FERTILIZER. RE-ESTABLISH THE STAND AFTER SEEDBED
PREPARATION OR OVER- SEED THE STAND. CONSIDER SEEDING TEMPORARY, ANNUAL SPECIES
IF THE TIME OF YEAR IS NOT APPROPRIATE FOR PERMANENT SEEDING.
IF VEGETATION FAILS TO GROW, SOIL MUST BE TESTED TO DETERMINE IF ACIDITY OR NUTRIENT
IMBALANCE IS RESPONSIBLE.
FERTILIZATION: ON THE TYPICAL DISTURBED SITE, FULL ESTABLISHMENT USUALLY REQUIRES
REFERTILIZATION IN THE SECOND GROWING SEASON. FINE TURF REQUIRES ANNUAL
MAINTENANCE FERTILIZATION. USE SOIL TESTS IF POSSIBLE OR FOLLOW THE GUIDELINES
GIVEN FOR THE SPECIFIC SEEDING MIXTURE.
PERMANENT SEEDING SPECIFICATIONS
Time Period
Item
Rate of Application
(lb./acre)
August 20 to October 25
Tall Fescue
100
Sericea Lespedeza
30
Kobe Lespedeza
10
Common Bermuda or
Pensacola Bahia
10/25
Limestone
4,000
10-10-10 Fertilizer
1,000
Mulch
4,000 to 5,000
February 1 to April 15
Tall Fescue
100
Sericea Lespedeza
30
Kobe Lespedeza
10
Limestone
4,000
10-10-10 Fertilizer
1,000
Mulch
4.000 to 5.000
SOIL
AMENDMENTS APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4,000
LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 1,000 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000-5,000 LB/ACRE GRAIN STRAW OR EQUIVALENT COVER OF ANOTHER SUITABLE
MULCHING MATERIAL. ANCHOR MULCH BY TACKING WITH ASPHALT, ROVING, OR NETTING.
NETTING IS THE PREFERRED ANCHORING METHOD ON STEEP SLOPES.
MAINTENANCE
REFERTILIZE IN THE SECOND YEAR UNLESS GROWTH IS FULLY ADEQUATE. MAY BE MOWED
ONE OR TWICE A YEAR, BUT MOWING IS NOT NECESSARY. RESEED, FERTILIZE, AND MULCH
DAMAGED AREAS
33A SEEDING SCHEDULE
C605 N.T.S.
1.25 LB./LINEAR FT. STEEL POSTS
FILTER FABRIC
BACKFILL TRENCH WITH
COMPACTED EARTH
6•
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USE EITHER FLAT -BOTTOM -
OR V-BOTTOM TRENCH
SEE DETAILS
SILT FENCE INSTALLATION
PROVIDE SILT FENCE SUPPORT CONSISTING OF
14 GA. STEEL WIRE W/ 6" MESH SPACING OR
PREFABRICATED POLYMER MESH OF EQUIVALENT
STRENGTH
HEAVY DUTY PLASTIC
TIE FOR STEEL POSTS
(RESTRICT TO TOP
8-INCHES OF FABRIC)
BURY FABRIC
SILT FENCE — GENERAL NOTES
1. DO NOT PLACE SILT FENCE ACROSS CHANNELS OR IN OTHER AREAS SUBJECT TO CONCENTRATED
FLOWS. SILT FENCE SHOULD NOT BE USED AS A VELOCITY CONTROL BMP. CONCENTRATED FLOWS
ARE ANY FLOWS GREATER THAN 0.5 CFS.
2. MAXIMUM SHEET OR OVERLAND FLOW PATH LENGTH TO THE SILT FENCE SHALL BE 100-FEET.
3. MAXIMUM SLOPE STEEPNESS (NORMAL [PERPENDICULAR] TO THE FENCE LINE) SHALL BE 2:1.
4. SILT FENCE JOINTS, WHEN NECESSARY, SHALL BE COMPLETED BY ONE OF THE FOLLOWING
OPTIONS:
- WRAP EACH FABRIC TOGETHER AT A SUPPORT POST WITH BOTH ENDS FASTENED TO THE POST,
WITH A 1-FOOT MINIMUM OVERLAP;
- OVERLAP SILT FENCE BY INSTALLING 3-FEET PASSED THE SUPPORT POST TO WHICH THE NEW
SILT FENCE ROLL IS ATTACHED. ATTACH OLD ROLL TO NEW ROLL WITH HEAVY-DUTY PLASTIC
TIES; OR,
- OVERLAP ENTIRE WIDTH OF EACH SILT FENCE ROLL FROM ONE SUPPORT POST TO THE NEXT
SUPPORT POST.
FI
NCDOT #5 OR #57
STONE
DOWNSTREAM VIEW
CROSS—SECTION
34 ROCK CHECK DAM
C605 N.T.S.
CLASS 1 RIPRAP
HEAVY DUTY PLASTIC TIES
FILTER FABRIC
COMPACTED EARTH00
N
I
RUNOFF -
Zn -
N
FILTER
FABRIC
4" MIN
FLAT —BOTTOM TRENCH DETAIL
HEAVY DUTY PLASTIC TIES
FILTER FABRIC
COMPACTED EARTH
BURY FILTER FABRIC
AT LEAST 12-INCHES
V—SHAPED TRENCH DETAIL
5. ATTACH FILTER FABRIC TO THE STEEL POSTS USING HEAVY-DUTY PLASTIC TIES THAT ARE EVENLY
SPACED WITHIN THE TOP 8-INCHES OF THE FABRIC.
6. INSTALL THE SILT FENCE PERPENDICULAR TO THE DIRECTION OF THE STORMWATER FLOW AND
PLACE THE SILT FENCE THE PROPER DISTANCE FROM THE TOE OF STEEP SLOPES TO PROVIDE
SEDIMENT STORAGE AND ACCESS FOR MAINTENANCE AND CLEANOUT.
7. INSTALL SILT FENCE CHECKS (TIE -BACKS) EVERY 50-100 FEET, DEPENDENT ON SLOPE, ALONG
SILT FENCE THAT IS INSTALLED WITH SLOPE AND WHERE CONCENTRATED FLOWS ARE EXPECTED OR
ARE DOCUMENTED ALONG THE PROPOSED/INSTALLED SILT FENCE.
32 SILT FENCE
C605 N.T.S.
EROSION CONTROL MATTING INSTALLATION:
1. INSTALL NA GREEN SC250 OR ENGINEER
APPROVED EQUAL IN ACCORDANCE WITH
MANUFACTURERS SPECIFICATIONS AND NOTES
BELOW.
2. PREPARE SOIL BEFORE INSTALLING ROLLED
EROSION CONTROL PRODUCTS (RECPS),
INCLUDING ANY NECESSARY APPLICATION OF
LIME, FERTILIZER, AND SEED.
3. BEGIN AT THE TOP OF THE SLOPE BY
ANCHORING THE RECPS IN A 6"(15CM) DEEP X
6"(15CM) WIDE TRENCH WITH APPROXIMATELY
12" (30CM) OF RECPS EXTENDED BEYOND THE
UP -SLOPE PORTION OF THE TRENCH. ANCHOR
THE RECPS WITH A ROW OF STAPLES/STAKES
APPROXIMATELY 12" (30CM) APART IN THE
BOTTOM OF THE TRENCH. BACKFILL AND
COMPACT THE TRENCH AFTER STAPLING.
APPLY SEED TO THE COMPACTED SOIL AND
FOLD THE REMAINING 12"(30CM) PORTION OF
RECPS BACK OVER THE SEED AND COMPACTED
SOIL. SECURE RECPS OVER COMPACTED
SOIL WITH A ROW OF STAPLES/STAKES
SPACED APPROXIMATELY 12"(30CM) APART
ACROSS THE WIDTH OF THE RECPS.
4. ROLL THE RECPS (A) DOWN OR (B)
HORIZONTALLY ACROSS THE SLOPE. RECPS
WILL UNROLL WITH APPROPRIATE SIDE AGAINST
THE SOIL SURFACE. ALL RECPS MUST BE
SECURELY FASTENED TO SOIL SURFACE BY
PLACING STAPLES/STAKES IN APPROPRIATE
LOCATIONS AS SHOWN IN THE STAPLE PATTERN
GUIDE.
5. THE EDGES OF PARALLEL RECPS MUST BE
STAPLED WITH APPROXIMATELY 2" - 5"
(5-12.5CM) OVERLAP DEPENDING ON THE
RECPS TYPE.
6. CONSECUTIVE RECPS SPLICED DOWN THE SLOPE
MUST BE END OVER END (SHINGLE STYLE) WITH
AN APPROXIMATE 3"(7.5CM) OVERLAP. STAPLE
THROUGH OVERLAPPED AREA, APPROXIMATELY
12"(30CM) APART ACROSS ENTIRE RECPS
WIDTH.
NOTE:
1. IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE
OR STAKE LENGTHS GREATER THAN 6"(15CM) MAY
BE NECESSARY TO PROPERLY SECURE THE
RECPS.
2. ALL SLOPES WITH SLOPE GREATER THAN 3:1
THAT CONSTRUCTION ACTIVITIES HAVE
PERMANENTLY OR TEMPORARILY CEASED SHALL
BE STABILIZED WITH NA GREEN SC 150 EROSION
CONTROL MATTING OR APPROVED EQUAL.
33 EROSION CONTROL MATTING
C605 N.T.S.
BEFORE YOU DIGI
CALL 1-800-632-4949
N.C. ONE —CALL CENTER
IT'S THE LAWI
NORTH CAROLINA
BOARD OF EXAMINERS
FOR ENGINEERS AND
SURVEYORS LICENSE
NO. C-3035
1111111�1,/
. QQr
SEAL '
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/ 111 IIV`
3/17/2023
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MOUND BACKFILL MATERIALS
AROUND FINISHED WELL
EXISTING GRADE \V
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SOIL BACKFILL
1" TO 2" DIAMETER WASHED STONI
6"0 HDPE, SDR 11 PERFORATED PIPE
1 /2" DIAMETER HOLE SPACED 90' AROUND
THE CIRCUMFERENCE OF THE PIPE, AND 3" ON
CENTER ALONG THE PIPE. STAGGER ADJACENT
ROWS OF PERFORATION ALONG THE PIPE.
END CAP
EAD ASSEMBLY
—2'— 0" MIN.
—2'— 0MIN.
7'-0„
2'-0" MIN.
VARIES
1'—O" MIN.
1'-0"
VARIES
1'-0"
3'-0"
DIAMETER
(2)LANDFILL GAS WELL
C606 NOT TO SCALE
4'-0"
EMERGENCY SPILLWAY TO
INCLUDE IMPERVIOUS LINER
PROVIDE PROPER HORIZ. CLEARANCE
TO EXISTING GRADE
FROM SLOPE IN ORDER TO PROVIDE
FREE MOVEMENT OF SKIMMER
EMBANKMENT
MIN. 5' WIDE
BAFFLES TO BE 6"
HIGHER THAN BASIN
DEPTH INDICATED 0
LINER TO EXTEND UP SIDES
PLAN
OF WEIR MIN
12" - TYP.
1' MIN
BOTH SIDES
FREEBOARD
6" MAX WATER DEPTH
ACROSS
SPILLWAY
D
CARRY LINER DOWN TO
EXISTING GRADE (EDGE
OF DISTURBANCE)
SEE EROSION CONTROL
-
BASIN BOTTOM
PLAN FOR DISCHARGE
PIPING SIZE & LENGTH
TURN EDGES OF
RIP RAP PAD UNDER
FABRIC DOWN MIN.
SKIMMER TO
EXIT AT POND
SKIMMER ASSEMBLY
12" INTO GROUND
INVERT ELEVATION OR LOWER
DRY SEDIMENT BASIN SECTIONAL VIEW
- TAMP AND
IF POSSIBLE
COMPACT
Koll[.�riR�r[6l�:�xOl�ll:ll��
1. CLEAR, GRUB, AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT MAT. REMOVE ALL SURFACE SOIL
CONTAINING HIGH AMOUNTS OF ORGANIC MATTER AND STOCKPILE OR DISPOSE OF IT PROPERLY. HAUL ALL OBJECTIONABLE MATERIAL TO
THE DESIGNATED DISPOSAL AREA. PLACE TEMPORARY SEDIMENT CONTROL MEASURES BELOW BASIN AS NEEDED.
2. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY VEGETATION, ORGANIC MATTER, AND OTHER
OBJECTIONABLE MATERIAL. PLACE THE FILL IN LIFTS NOT TO EXCEED 9 INCHES, AND MACHINE COMPACT IT. OVER FILL THE EMBANKMENT
6 INCHES TO ALLOW FOR SETTLEMENT.
3. SHAPE THE BASIN TO THE SPECIFIED DIMENSIONS. PREVENT THE SKIMMING DEVICE FROM SETTLING INTO THE MUD BY EXCAVATING A
SHALLOW PIT UNDER THE SKIMMER OR PROVIDING A LOW SUPPORT UNDER THE SKIMMER OF STONE OR TIMBER.
4. PLACE THE BARREL (TYPICALLY 4-INCH SCHEDULE 40 PVC PIPE) ON A FIRM, SMOOTH FOUNDATION OF IMPERVIOUS SOIL. DO NOT USE
PERVIOUS MATERIAL SUCH AS SAND, GRAVEL OR CRUSHED STONE AS BACKFILL AROUND THE PIPE. PLACE THE FILL MATERIAL AROUND
THE PIPE SPILLWAY IN 4-INCH LAYERS AND COMPACT IT UNDER AND AROUND THE PIPE TO AT LEAST THE SAME DENSITY AS THE
ADJACENT EMBANKMENT. CARE MUST BE TAKEN NOT TO RAISE THE PIPE FROM THE FIRM CONTACT WITH ITS FOUNDATION WHEN
COMPACTING UNDER THE PIPE HAUNCHES.
5. ASSEMBLE THE SKIMMER FOLLOWING THE MANUFACTURERS INSTRUCTIONS, OR AS DESIGNED.
6. LAY THE ASSEMBLED SKIMMER ON THE BOTTOM OF THE BASIN WITH THE FLEXIBLE JOINT AT THE INLET OF THE BARREL PIPE. ATTACH
THE FLEXIBLE JOINT TO THE BARREL AND POSITION THE SKIMMER OVER THE EXCAVATED PIT OR SUPPORT. BE SURE TO ATTACH A ROPE
TO THE SKIMMER AND ANCHOR IT TO THE SIDE OF THE BASIN. THIS WILL BE USED TO PULL THE SKIMMER TO THE SIDE FOR
MAINTENANCE.
7. EARTHEN SPILLWAYS - INSTALL THE SPILLWAY IN UNDISTURBED SOIL TO THE GREATEST EXTENT POSSIBLE. THE ACHIEVEMENT OF PLANNED
ELEVATIONS, GRADE, DESIGN WIDTH, AND ENTRANCE AND EXIT CHANNEL SLOPES ARE CRITICAL TO THE SUCCESSFUL OPERATION OF THE
SPILLWAY. THE SPILLWAY SHOULD BE LINED WITH LAMINATED PLASTIC OR IMPERMEABLE GEOTEXTILE FABRIC. THE FABRIC MUST BE WIDE
AND LONG ENOUGH TO COVER THE BOTTOM AND SIDES AND EXTEND ONTO THE TOP OF THE DAM FOR ANCHORING IN A TRENCH. THE
EDGES MAY BE SECURED WITH 8-INCH STAPLES OR PINS. THE FABRIC MUST BE LONG ENOUGH TO EXTEND DOWN THE SLOPE AND EXIT
ONTO STABLE GROUND. THE WIDTH OF THE FABRIC MUST BE ONE PIECE, NOT JOINED OR SPLICED; OTHERWISE WATER CAN GET UNDER
THE FABRIC. IF THE LENGTH OF THE FABRIC IS INSUFFICIENT FOR THE ENTIRE LENGTH OF THE SPILLWAY, MULTIPLE SECTIONS, SPANNING
THE COMPLETE WIDTH, MAY BE USED. THE UPPER SECTION(S) SHOULD OVERLAP THE LOWER SECTION(S) SO THAT WATER CANNOT FLOW
UNDER THE FABRIC. SECURE THE UPPER EDGE AND SIDES OF THE FABRIC IN A TRENCH WITH STAPLES OR PINS.
8. INLETS - DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE TEMPORARY SLOPE DRAINS OR DIVERSIONS WITH
OUTLET PROTECTION TO DIVERT SEDIMENT -LADEN WATER TO THE UPPER END OF THE POOL AREA TO IMPROVE BASIN TRAP EFFICIENCY.
9. EROSION CONTROL - CONSTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA IS MINIMIZED. DIVERT SURFACE WATER AWAY FROM
BARE AREAS. COMPLETE THE EMBANKMENT BEFORE THE AREA IS CLEARED. STABILIZE THE EMERGENCY SPILLWAY EMBANKMENT AND ALL
OTHER DISTURBED AREAS ABOVE THE CREST OF THE PRINCIPAL SPILLWAY IMMEDIATELY AFTER CONSTRUCTION.
10. INSTALL POROUS BAFFLES.
11. AFTER ALL THE SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND ALL THE UNSTABLE
SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND STABILIZE PROPERLY.
12. REFERENCE NCDEQ EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
35 SKIMMER BASIN
C606 NOT TO SCALE
SKIMMER BASIN
SECTION VIEW
PROP. DESIGN SURFACE
AREA ELEV
POROUS BAFFLES
(DO NOT USE SILT FENCE)
(SEE DETAIL 38/C305)
NOTE:
ALL EMERGENCY SPILLWAYS SHALL BE LINED IN
ACCORDANCE WITH NCDEQ STANDARDS.
FABRIC SHALL BE TERRATEX GS - INSTALL
PER MANUFACTURER'S RECOMMENDATIONS
SEDIMENT STORAGE
ZONE
INFLOW
STRUCTURE
'-- RIP -RAP STABILIZATION
DEWATERING ZONE
INSPECTION AND MAINTENANCE
1. INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH
SIGNIFICANT (ONE-HALF INCH OR GREATER) RAINFALL EVENT AND REPAIR
IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL
DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE HEIGHT OF THE
FIRST BAFFLE. PULL THE SKIMMER TO ONE SIDE SO THAT THE SEDIMENT
UNDERNEATH IT CAN BE EXCAVATED. EXCAVATE THE SEDIMENT FROM THE
ENTIRE BASIN, NOT JUST AROUND THE SKIMMER OR THE FIRST CELL. MAKE
SURE VEGETATION GROWING IN THE BOTTOM OF THE BASIN DOES NOT HOLD
DOWN THE SKIMMER.
2. REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE -ANCHOR THE BAFFLES IF
WATER IS FLOWING UNDERNEATH OR AROUND THEM.
3. IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE IS WATER IN THE BASIN,
USUALLY JERKING ON THE ROPE WILL MAKE THE SKIMMER BOB UP AND DOWN
AND DISLODGE THE DEBRIS AND RESTORE FLOW. IF THIS DOES NOT WORK,
PULL THE SKIMMER OVER TO THE SIDE OF THE BASIN AND REMOVE THE
DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE SKIMMER TO SEE IF IT IS
CLOGGED; IF SO REMOVE THE DEBRIS.
4. IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE
REMOVED AND THE OBSTRUCTION CLEARED WITH A PLUMBER'S SNAKE OR BY
FLUSHING WITH WATER. BE SURE AND REPLACE THE ORIFICE BEFORE
REPOSITIONING THE SKIMMER.
5. CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED
REPAIRS WITH FABRIC THAT SPANS THE FULL WIDTH OF THE SPILLWAY. CHECK
THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND
INSPECT THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL
NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS
FROM THE SKIMMER AND POOL AREAS.
6. FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME
SPECIAL PRECAUTIONS SHOULD BE TAKEN IN THE WINTER TO PREVENT THE
SKIMMER FROM PLUGGING WITH ICE.
BEFORE YOU DIGI
CALL 1-800-632-4949
N.C. ONE -CALL CENTER
IT'S THE LAWI
NORTH CAROLINA
BOARD OF EXAMINERS
FOR ENGINEERS AND
SURVEYORS LICENSE
NO. C-3035
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1. SECOND LEACHATE COLLECTION SUMP AND RISER PIPE IS
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2. LEACHATE COLLECTION SUMP PLAN DENOTES SURFACE OF HDPE
GEOMEMBRANE LINER.
3. BEND PIPE OR PROVIDE FITTING AS REQUIRED TO ALIGN
CONNECTION PIPE WITH SUMP PUMP AND SIDESLOPE RISER.
ALSO BEND OR PROVIDE FITTING AS REQUIRED TO ALIGN
LEACHATE COLLECTION PIPE WITH SIDESLOPE CLEANOUT RISER.
2% (MIN.)-,
5'
(MIN.)
12"
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36
2 BASE LINER SYSTEM
C600 C600
8 OZ/SY NON -WOVEN
GEOTEXTILE FABRIC
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COARSE AGGREGATE
AASHTO NO. 57 OR NO. 67 STONE
NOTE:
AGGREGATE TO BE EXPOSED PRIOR
TO WASTE PLACEMENT
35 LEACHATE COLLECTION PIPE
C700 N.T.S.
.5:1
LEACHATE COLLECTION SUMP AND RISER PLAN
N.T.S.
A4-1
6"
(TYP. )
A r
8"0 SDR-11
HDPE PIPE
ALL HOLES %"0
Q
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SECTION A -A
PERFORATION PATTERN
36 PERFORATED LEACHATE COLLECTION PIPE
C700 N.T.S.
4"x4" POST PAINTED BLUE
LABELED LEACHATE PIPE CLEANOUT
IN 2" BLACK LETTERS (TOP 3" OF
NOTES:
1. LEACHATE COLLECTION PIPES SHALL BE CLEANED UPON INCIDENCE OF
DECREASED (50%) FLOW FROM A PARTICULAR COLLECTION PIPE. FLOW WILL BE
DOCUMENTED AND COMPARED FOR 60 DAYS TO FLOWS FROM SIMILAR CELLS
WITH SIMILAR WASTE VOLUMES. DIURNAL FLOWS FROM INDIVIDUAL COLLECTION
PIPES MUST BE CONSIDERED. SHOULD THE COMPARISON INDICATE BLOCKAGE IN
A PARTICULAR PIPE, IT SHALL BE CLEANED.
2. LEACHATE COLLECTION PIPES SHALL BE HYDRAULICALLY CLEANED USING HIGH
PRESSURE WASHERS AS NEEDED.
3. LEACHATE CLEANOUT WILL BE VISUALLY INSPECTED ANNUALLY
3s LEACHATE CLEANOUT
C700 N.T.S.
8" TEE WITH BLIND FLANGE
BEFORE YOU DIGI
CALL 1-800-632-4949
N.C. ONE -CALL CENTER
IT'S THE LAWI
NORTH CAROLINA
BOARD OF EXAMINERS
FOR ENGINEERS AND
SURVEYORS LICENSE
NO. C-3035
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42 TYPICAL HDPE LEACHATE
C701 SUMP PUMP HOUSING
(TYP.)
LEACHATE PUMP ANDS
DISCHARGE HOSE ON
TROLLEY /
WASTE
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36 PERFORATED LEA,
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8 OZ/SY NON -WOVEN
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39 LEACHATE COLLECTION SUMP SECTION
C70 N.T.S.
3" HOSE WITH 1 /8" STAINLESS STEEL
PULL-OUT CABLE EACH PUMP. ATTACH 18"0 SOLID HDPE SDR-11
PUMP POWER CABLE AT 5' INTERVALS SIDESLOPE RISER (TYP.)
TO DISCHARGE HOSE USING NYLON
CABLE TIES (TYP.)
8" b SOLID HDPE SDR-1 1
w SIDESLOPE CLEANOUT RISER
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I+
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1 V 2
41 LEACHATE COLLECTION RISER SECTION
C70 N.T.S.
42
;70
COARSE AGGREGATE AASHTO NO. 57 OR
NO. 67 STONE OR APPROVED ALTERNATE
8 OZ/SY NON -WOVEN GEOTEXTILE FILTER
FABRIC (ALL AROUND AGGREGATE)
WASTE
COLLECTION PIPE
24" ADDED PROTECTIVE
COVER OVER SUMP AREA
36
18" SOLID HDPE SDR-11
SIDESLOPE RISER PIPE
2" HOSE WITH 1/8" STAINLESS STEEL
PULL-OUT CABLE. ATTACH PUMP POWER
CABLE AT 5' INTERVALS TO DISCHARGE
HOSE USING NYLON CABLE TIES.
8"0 BEND
8"0 SOLID HDPE SDR-11
SIDESLOPE RISER CLEANOUT
(PROJECTED)
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4o LEACHATE COLLECTION SUMP AND RISER PROFILE
C70 N.T.S.
NOTE:
1. LEACHATE COLLECTION SUMP PUMP SHALL BE INSTALLED IN ONE RISER PIPE.
THE SECOND LEACHATE SUMP PUMP MAY BE INSTALLED IN SECOND SIDESLOPE
PIPE BASED ON RISER PERFORMANCE, CURRENT LEACHATE PERFORMANCE, AND
LANDFILL OPERATIONS.
I I \ 1 O w Jurr- 1 1 flurC rlrC
SECTION A -A
PERFORATION PATTERN
42 TYPICAL HDPE LEACHATE SUMP PUMP HOUSING
C70 N.T.S.
43 CLOSURE SYSTEM RISER PIPE PENETRATION
C70 N.T.S.
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PROVIDE HDPE FLANGED FITTING
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U
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LEACHATE COLLECTION <
PIPE CLEANOUT RISER
4"0 HDPE VENT PIPE
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CABLE TIES.
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PLATE
all
H2
H1
SQUARE
BLIND FLANGE (FOR
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I I
47 VALVE BOX AND COLLAR
70
c
6" GATE VALVE
MOTOR LEAD AND LEVEL
SENSOR BREAKOUT
JUNCTION BOXES
E
TO SdCOND i i PUMP/FLOW METER 43RL
RISER PIPE CONTROL PANEL C701
(OPTIONAL) ______ i
E
2"0 SCH 80 PVC PIPE OR
PREMANUFACTURED HDPE PIPE I FLOW METER SENSOR
E BREAKOUT JUNCTION BOX
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9"(MIN.)
Dx1.5
11�\
P
D (MIN.
THICKESS)
STANDARD CONCRETE BLOCKING
FOR HORIZONTAL BENDS (TYP.)
VERTICAL BENDS
UNDISTURBED EARTH
:ONCRETE BLOCKING
H2
MIN. BEARING
AGAINST PIPE
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HORIZONTAL BENDS
PADDL
2"0 DISCHARGE H
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N 0-
PR(
INS
PIP
BE
SE
45 RISER BULKHEAD AND FITTINGS
C70 N.T.S.
V
�v
CONCRETE NOTE: DIMENSIONS
SAME BLOCKING BLOCKING 7ARF CONTROLLED BY
�\ DIAMETER OF BRANCH
AS OPPOSITE SIDE
EDGE OF TRENCH MAIN \j
C' = BRANCH = IG
PLUG
2" D.I. PIPE STRUT ---,,,,,.I 12"
I i
L— 6"
H2
H1
TEES, CROSSES, & PLUGS
D (MIN. THICKNESS)
UNDISTURBED EARTH
V (MIN. BEARING
AGAINST TRENCH WALL)
i
i
--- ---- L_ +
CONCRETE
BLOCKING
NOTE:
CONCRETE THRUST BLOCKS MUST
BE CURED A MINIMUM OF 96 HOURS
BEFORE PRESSURIZING THE PIPING.
SECTION G-G
TABLE OF DIMENSIONS FOR CONCRETE BLOCKING
TYPE
TEES, CROSSES & PLUGS
90° BENDS
45° BENDS
22 1/2- BENDS
11 1/4' BENDS
TYPE
PIPE
SIZE
H1
H2
V
D
CU.
FT
H1
H2
V
D
CU.
FT
H1
H2
V
D
CU.
FT
H1
H2
V
D
CU.
FT
H1
H2
V
D
CU.
FT
PIPE
SIZE
4"
28"
16"
16"
16"
3.3
24"
14"
12"
12"
1.6
16"
12"
10"
12"
1.0
12"
10"
9"
12"
0.7
10"
10"
8"
12"
0.6
4"
49 CONCRETE THRUST BLOCKING FOR FORCEMAINS
C70 N.T.S.
18"0 HDPE SDR 11 RISER
0 x 1'
FLAT STOCK
"0x3" LONG SS EYE
1ITH SS NUT AND SS
R (TYP.)
3/8"0 SS THREADED
COUPLING
45 RISER BULKHEAD AND FITTINGS
C70
CONCRETE H
° • • ° • •
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FLOW TOTALIZER
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i
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PANEL
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STAINLESS STEEL BOLTS, \/\� \� \\ \\ � / /\/ C70 \ \
RS AND NUTS (TYP.)\\\�/�/�/� \ \ \ / / _ \ \\\\
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\\ OR PREMANUFACTURED
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CMp
70 ORCEMAIN (CONNECT TO 4" GATE VALVE
PREVIOUS CELL)
46 LEACHATE RISER SECTION
C70 N.T.S.
47 VALVE BOX AND COLLAR
C70 N.T.S.
4"0 PVC GATE VALVE
3'
3'0 SDR17 HDPE BARREL SUMP
4"0 ELBOW
,IT}� z 4"0 SDR17 HDPE PIPE
J
r- 4"0 ELBOW
PROTECTIVE COVER SOIL'
WASTE
2 BASE LINER SYSTEM
C600 C600
3
1
FINISHED GRADE
ALL PIPING SHALL
SLOPE TOWARD THE
REDUCING TEE
PLACE ADDITIONAL COVER
SOIL BENEATH THE
CLEANOUT CONNECTION
COMPACTED
SOIL BACKFILL
EXISTING GROUND
SURFACE
METALLIC PIPE
LOCATOR TAPE
ELECTRICAL CONDUIT
(AS NECESSARY)
3' (MIN.) / / / 4"0x6"0 DUAL CONTAINM
+ SDR 21 SOLID WALL
HDPE FORCEMAIN
FILL TO SPRING LINE
\ + / .\
PIPE BEDDING MATERIAL
NO. 57 OR NO. 67 STONE Y-6" (MAX.)
12" (MIN.)
8" (MIN.)
LEACHATE FORCEMAIN AND
48 ELECTRIC CONDUIT TRENCH
C70 N.T.S.
4"0 SDR17 ELBOW(S),
DETERMINE ANGLE IN THE FIELD
8"0x8"0x4"0 SDR17
HDPE REDUCING TEE
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1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS \ \ \ _ / / ;/ �// / //ice // ///� / / / , //// //// / / / / // /// / /� / / //� 0/ / %/j,/�// / / / }���� ��- 0 100 200
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Gw:l// // // // /�i// /, / o /j /i I T/ // / /�_� NO. C-3035
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— 300' PROPERTY BUFFER
EXISTING STREAMS
50' STREAM BUFFER
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR cc
F M EXISTING LEACHATE FORCEMAIN V
wo
100-YEAR FLOODPLAIN cc
- -PHASE LIMIT/EDGE OF LINER �
300 MAJOR CONTOUR N o
MINOR CONTOUR Lu
PERIMETER ROAD
PERIMETER DITCH a a
INTERCELL LIMIT r- r-
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X PZ5-6D PHASE 5 DEEP PIEZOMETER
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X FOR PHASES 3 AND 4
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FOR PHASES 3 AND 4
TOP -OF -BEDROCK
SEASONAL HIGH GROUNDWATER
PHASES 3 & 4 GROUNDWATER I"I
04
}� N
REFERENCE V
1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS Z cm
PROVIDED AT 2-FT CONTOUR INTERVALS BY GPI (JOB NO. 18-006); ` C
DATE OF AERIAL PHOTOGRAPHY JANUARY 15, 2018. p
2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS CC 04
M
ACQUIRED FROM NC DOT GIS. 1 0 CC
3. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS. 1 00
0�
3710644500J, 3710644600J, 3710645500J, 3710645600J. \ �--i Q x o
4. TOP -OF -BEDROCK CONTOURS ARE INTERPOLATED BASED ON THE DATA 1 1 Cd ( Li c
OBTAINED FROM THE BORING/PIEZOMETER/WELL LOCATIONS SHOULD BE 1 "1- '5
CONSIDERED APPROXIMATE. \ N cM
5. SEASONAL HIGH WATER TABLE POTENTIOMETRIC CONTOURS ARE 1
INTERPOLATED FROM A CORRELATION OF WELL GAUGING DATA FROM A 1 ,> M 3
PERIOD OF 2001-2017. OVER THIS PERIOD, SEASONAL HIGH WATER
LEVELS WERE OBSERVED IN APRIL 2016. THE GEOMETRIC MEAN N
DIFFERENCE IN WATER TABLE ELEVATIONS BETWEEN THE SEASONAL HIGH
APRIL 2016 DATA AND THE APRIL 2017 DATA WAS 1.3 FEET. as
00
CONSERVATIVELY, TWO FEET WERE ADDED TO THE PHASE 5 WATER
TABLE ELEVATIONS MEASURED IN MAY 2017 TO APPROXIMATE THE d
DEPICTED SEASONAL HIGH WATER TABLE SURFACE. r,
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2

APPENDIX C
ENGINEERING CALCULATIONS

EARTHWORKS

CEC Project #
Prepared By:
ANSON CO. LANDFILL PHASE 5 PERMIT TO CONSTRUCT APPLICATION
ESTIMATED SOIL CUT AND FILL VOLUMES
165-276
CTH
Date: 10/9/2018
PHASE AREA
BASE 1 4,362,418.00 SF
FINAL COVER 1 8,739,528.00 SF
Checked By: NTB
Date: 12/21/2018
WASTE CAPACITY
41,498,367 CY
(this value includes closure cap volume)
SOIL USE
CUT (cy)
FILL (cy)
NET (cy)
Subgrade Volume
1,281,654
379,606
902,048 CUT
Perimeter Grading Volume (Includes Perimeter Road and
Basins)
769,942
282,992
486,950 CUT
Compacted Soil Liner Volume - Base Liner (24" Clay Liner) 0 323,142-323,142
FILL
ompacted Soil Liner Volume - Alternate Base (18" Clay
finer)
0
242,357
-242,357
FILL
Protective Soil Cover Volume 0 323,142-323,142
Standard Closure Cap Volume (24" Soil) 0 647,372-647,372
Standard Closure Cap Soil Liner Volume - (18" Clay Liner) 0 485,529-485,529
FILL
FILL
FILL
ume - Alternate 24" Soil (without Clay Liner)
r
0
647,372
-647,372
FILL
ver Volume (with 18" Closure Clay Liner)* 0
5,510,982
5,510,982
FILL
Total Clay Liner Required **
0
808,671
-808,671
FILL
Total Soil **
2,051,596
7,467,237
1 -5,415,641
FILL
* Daily/Interim Cover required was assumed to have a waste to cover ratio of 8:1.
** Total Fill Required is calculated using standard base and alternate closure cap.
66"STANDARD BASE AND CLOSURE LINERS
ALTERNATE BASE AND CLOSURE LINERS

Anchor Trench Calculation
Facility Name: Phase 5 Anson Landfill by: NTB
Permit Number: 0403 checked: CTH
Facility Address: 375 Dozer Dr., Polkton, NC
Facility Owner: Waste Connections of Anson, LLC
Objective: Anchorage is designed to prevent wind and water from moving under the geomembrane; it is not
designed to allow geomembranes to be tensioned. The anchor trench design should allow pullout
of the geomembrane before tension failure. This is directly reflected in the anchorage ratio.
Reference: Designing with Geosynthetics. R.M. Koerner, Prentice Hall Publishing Co., Englewood Cliffs, NJ,
1998.
"Geosynthetic Design Guidance for Hazardous Waste Landfill Cells and Surface Impoundments",
G. N. Richardson and R. M. Koerner, 1987
G Ui1UW
AR _
7 4Tallow
AR
Anchorage Ratio
TGM allow
Allowable geomembrane tension from ASTM D3886
TAT allow
Allowable anchor trench tension from analytic model
TGJOraliow — 0-allow t 4TaMow -.I,
TAia!!ow
(tan ,5u + tan ,5L) * (r * d)] * L + (Kp — KA) * [O. 5 * r * dAT 2 + Ld� '�` )I* d�A7 ]
—
cos,fl— s1Il fl*tall9L
Following situations can occur:
Anchorage Ratio > 1
Geomembrane pull-out mode controls
Anchorage Ratio = 1
Balanced Design
Anchorage Ratio < 1
Geomembrane tension rupture mode controls
mil
psi
I b/ft3
feet
feet
feet
degrees
degrees
degrees
degrees 3:1 sideslope
Calculated
hallow
4,050
TAT allow
2,543
TGM allow
2,916
AR
1.15
psi
I bf/ft
I bf/ft

F
Comer soil (y)
d
e- F u¢ FM L
T cos R
FL6No FLT ------ OP- PIPFdAT
T
Tsin �i
C
n
F u¢------ lio,
FL¢ ------ 1, FLT
T
(2 T sin )! L on Kp o'n Ka
Kwcrn+ yAT C14Tj lea (c n+ `/AT dAT)
L �I
Cross section of anchor trench section and related stresses and forces involved
Note: The factor of safety is placed on the geomembrane force T, which is used as an allowable value.
hallow
The allowable geomembrane stress
t
The geomembrane thickness
6„ It
The ultimate geomembrane stress, e.g., yield or break
TAT allow
Allowable anchor trench tension
YAT
Soil unit weight
dAT
Depth of the anchor trench
d
Thickness of the cover soil
L
Embedment length
bL
FML / soil friction angle (below geomembrane)
bu
Cover soil / geomembrane friction angle (above geomembrane)
Soil internal friction angle
R
Side slope angle
KID
Coefficient of passive earth pressure = tan 2(45o+0/2)
Ka
Coefficient of active earth pressure = tan 2(450-0/2)
FS
The factor of safety for geomembrane against tension response
F�°
Shear force above geomembrane due to cover soil (for thin cover soils tensile cracking
will occur and this value will then be negligible)
FLo
Shear force below the geomembrane due to cover soil
FLT
Shear force below geomembrane due to vertical component of Tallow
Gn
Applied normal stress from the cover soil

WASTE CONNECTIONS LLC
Anson MSW Landfill 2023 Capacity Study
Surfaces:
1.) Surface of Proposed Phase 4 & 5 Protective Cover and Existing Permitted Phase 1, 2, & 3
Protective Cover.
2.) Proposed Phases 4 & 5 Expansion Final Cover Cap system + Existing Phase 1 Contours Plus 2'.
Reference: P:\2016\165--276\-CADD\Dwg\Calculations\Landfill Capacity Volume Analysis
Total Permitted Waste Limit Acreage = 133.10 Acres
Total Permitted Gross Capacity = 21,640,632 CY
Phases 1, 2, 3, 4, & 5 Gross Capacity: = 41,498,367 CY
Waste Capacity: Total Capacity — [Alternate Final Cover System]
2.00 FT X 8,651,016 SF
41,498,367 CY — [( 27 CY )] = 40,857,551CY
Landfill Waste Capacity: 40,857, 551 CY
Assumptions:
*Gross capacity is defined as bottom of waste to top of Final Cover.
*Waste capacity volume is calculated using Gross capacity minus the Alternate Final Cover
System and represents volume for both waste and daily cover.

WASTE CONNECTIONS LLC
Anson MSW Landfill 2023 Lifespan Study
ASSUMPTIONS:
1.) Phase 1 & 2 Acceptance Rate = 1,500 o
CY
2.) Phase 3 Acceptance Rate = 3,000 o
cy
3.) Phases 4 & 5 Acceptance Rate = 6,000 o
CY
4.) Phases 1 & 2 & 31n — place Density = 1,120 CY
lb
Phases 4 & 5 In — place Density = 1,700 CY
lb
Landfill Gross Capacity = 41,498,367CY
7.) Landfill Waste Capacity = 40,857,551CY
*A waste to daily cover ratio of 8:1 was used to estimate the soil requirement.
PHASE 1:
nuncr ').
lb ( 1 ton ) ton
(1,120 ) x \ 2,000 lbs— 56 CYCY
(Ton
. 56 CY ) x ( 2,930,332 CY) = 1,640,985 tons
(1,640,985 tons) x (1,500 1 day )=1,093 days
tons
(1,093 days) x 1 year 3.00 years
365 days) =
Lifespan = 3.00 years
lb ( 1 ton _ ton
(1,120 CY) x \ 2,000 lbs) — .56 CY
(. 56 �Y) x ( 4,564,210 CY) = 2,555,957 tons

PHASE 3:
PHASE 4:
(2,555,957 tons) x (1,500 1 day )=1,703 days
tons
1 year
(1,703 days) x (365 days) 4.66years
Lifespan = 4.66 years
lb 1 ton _ ton
(1,120 CY) x ( 2,000 lbs/ — 56 CY
(.CYTon 56 ) x (6,008,704CY) = 3,364,874 tons
(3,364,874 tons) x (3,000 1 day )=1,121 days
tons
(1,121 days) x 1 year 3.07 years
365 days) =
Lifespan = 3.69 years
lb 1 ton ton
(1,700 CY) x ( 2,000 lbs) 85 CY
(Ton
. 85 Y) x (14,858,231 CY) = 12,629,496 tons
(12,629,496 tons) x (6,000 1 day )=4,209 days
tons
(2,104 days) x 1 year 5.76 years
365 days) =
Lifespan = 5.76 years

PHASE 5:
lb ( 1 ton ) _ ton
(1,700 ) x \ 2,000 lbs85 CYCY
Ton
\
(. 85 CY I x (12,496,008 CY) = 10,621,606 tons
(10,621,606tons) x (6,000 1 day )=1,770 days
tons
(1,770 days) x 1 year 4.85 years
365 days) =
Lifespan = 4.85 years
Total Landfill Lifespan = 37.46 years

STORMWATER CALCULATIONS

RAINFALL DATA

Precipitation Frequency Data Server
Page 1 of 4
NOAA Atlas 14, Volume 2, Version 3 ,
Location name: Polkton, North Carolina, US" 63,
Latitude: 35.0061°, Longitude:-80.1972'
Elevation: 293 ft'
source: Google Maps .„,,,,A
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average
recurrence interval (years)
Duration
1
����������
2
5
10
25
50
100
200
500
1000
5.16
6.08
7.07
7.78
8.57
9.12
9.61
10.0
10.5
10.9
5-min
(4.73-5.62)
(5.57-6.65)
(6.44-7.72)
(7.08-8.46)
(7.79-9.31)
(8.24-9.90)
(8.65-10.4)
(9.00-10.9)
(9.35-11.5)
(9.59-11.9)
4.12
4.87
5.66
6.22
6.83
7.26
7.63
7.96
8.33
8.56
10-min
(3.77-4.48)
(4.45-5.32)
(5.16-6.18)
(5.66-6.77)
(6.20-7.42)
(6.56-7.89)
(6.87-8.29)
(7.14-8.66)
(7.39-9.08)
(7.55-9.36)
3.43
4.08
4.77
5.24
5.77
6.13
6.43
6.70
6.99
7.16
15-min
(3.14-3.74)
1 (3.73-4.46)
1 (4.35-5.21)
(4.78-5.70)
1 (5.24-6.27)
1 (5.54-6.66)
1 (5.79-6.98)
1 (6.00-7.29)
1 (6.20-7.62)
(6.32-7.83)
2.35
2.82
3.39
3.80
4.27
4.61
4.93
5.21
5.-
5.80
30-min
(2.16-2.56)
1 (2.57-3.08)
1 (3.09-3.70)
(3.46-4.13)
1 (3.88-4.65)
1 (4.17-5.01)
1 (4.43-5.35)
1 (4.67-5.67)
1 (4.94-6.07)
(5.11-6.34)
1.47
1.77
2.17
2.47
2.85
3.13
3.39
3.66
3.99
4. 33
60-min
1
( .34-1.60)
1 (1.62-1.93)
1 (1.98-2.37)
1 (2.25-2.69)
1 (2.58-3.09)
1 (2.83-3.40)
(3.05-3.68)
1 (3.28-3.98)
1 (3.54-4.35)
1 (3.73-4.63)
0.846
1.02
1.27
1.46
1.69
1.87
2.05
2.23
2.45
2.63
2-hr
(0.776-0.928)
(0.936-1.12)
1 (1.16-1.39)
1 (1.33-1.59)
1 (1.54-1.85)
1 (1.69-2.04)
(1.84-2.24)
1 (1.98-2.43)
1 (2.16-2.68)
(2.29-2.87)
3-hr
0 544-0 663
0.658-0 801
0.820-0 999
0.943011.15
1.10213.35
1. 331.51
1.355266
1.4761.82
1.6382.05
1. 502.22
0.360
0.434
0.542
0.627
0.740
0.830
0.923
1.02
1.15
1.25
6-hr
(0.326-0.397)
(0.394-0.478)
(0.492-0.598)
(0.567-0.690
(0.666-0.811)
(0.742-0.908)
(0.819-1.01)
(0.893-1.11)
(0.994-1.25)
(1.07-1.36)
0.210
0.254
0.318
0.370
0.441
0.497
0.556
0.617
0.702
0.770
12-hr
(0.192-0.232)
(0.232-0.280)
(0.290-0.350)
(0.336-0.406
(0.398-0.483)
(0.445-0.543)
(0.493-0.606)
(0.541-0.673)
(0.606-0.765)
(0.656-0.839)
0.125
0.151
0.190
0.221
0.264
0.298
0.335
0.372 IF
0.425
0.468
24-hr
(0.115-0.136)
(0.139-0.164)
(0.175-0.207)
(0.203-0.240
(0.241-0.287)
(0.272-0.324)
(0.303-0.364)
(0.336-0.405)
(0.382-0.463)
(0.417-0.510)
0.073
0.088
0.110
0.128
0.152
0.171
0.192
0.213
0.243
0.266
2-day
(0.068-0.079)
(0.082-0.096)
(0.102-0.119)
(0.118-0.138
(0.140-0.164)
(0.157-0.186)
(0.175-0.208)
(0.193-0.231)
(0.218-0.264)
(0.238-0.291)
0.052
0.062
0.077
0.089
0.106 IF
0.119
0.133
0.148
0.168
0.185
3-day
(0.048-0.056)
(0.058-0.067)
(0.072-0.084)
(0.083-0.097
(0.098-0.115)
(0.110-0.129)
(0.122-0.144)
(0.135-0.160)
(0.152-0.183)
(0.166-0.201)
0.041
0.049
0.061
0.070
0.083
0.093
0.104
0.115
0.131
0.144
4-day
(0.038-0.044)
(0.046-0.053)
(0.056-0.066)
(0.065-0.076
(0.077-0.090)
(0.086-0.101)
(0.095-0.112)
(0.105-0.125)
(0.119-0.142)
(0.130-0.156)
0.027
0.032
0.039
0.045
0.053
0.059
0.066
0.072
0.082
0.090
7-day
(0.025-0.029)
(0.030-0.035)
(0.037-0.042)
(0.042-0.048
(0.049-0.057)
(0.055-0.064)
(0.061-0.071)
(0.067-0.078)
(0.075-0.088)
(0.082-0.097)
IF
IF
55 IF
66
10-day
0.020-0 023
0.024-0 027
0.029-0 033
0.03 -0 038
0.038-0.043
0.04 -0.041
048
0.046-0 053
0.05100 058
0.056-0 065
0.061.061 00 070
0.015
0.017
0.020 IF
0.023 IF
0.026 IF
0.029 IF
0.032 IF
0.034 IF
0.038 IF
0.041
20-day
(0.014-0.015)
(0.016-0.018)
(0.019-0.022)
(0.022-0.024
(0.025-0.028)
(0.027-0.031)
(0.030-0.034)
(0.032-0.036)
(0.035-0.040)
(0.038-0.044)
0.012
0.014
0.016
0.018
0.021
0.022
0.024
0.026
0.028
0.030
30-day
(0.011-0013)
(0.013-0.015)
(0.016-0.017)
(0.017-0.019
(0.019-0.022)
(0.021-0.024)
(0.023-0.026)
(0.024-0.028)
(0.027-0.030)
(0.028-0.032)
0.010
0.012
0.014
0.015
0.017
0.018
0.019
0.020
0.022
0.023
45-day
(0.010-0.011)
(0.011-0.012)
(0.013-0.014)
(0.014-0.016
(0.016-0.017)
(0.017-0.019)
(0.018-0.020)
(0.019-0.022)
(0.021-0.023)
(0.022-0.025)
0.009
0.011
0.012
0.013
0.014
0.015
0.016
0.017
0.019
0.020
60-day
(0.009-0.009)
(0.010-0.011)
(0.011-0.013)
(0.012-0.014
(0.014-0.015)
(0.015-0.016)
(0.016-0.017)
(0.017-0.018)
(0.018-0.020)
(0.019-0.021)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PIMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.0061 &lon=-80.1972&data... 7/25/2016

SOIL DATA

3
"moo
Q 575700
35° 1' 3" N �n
M
34' 59' 43" N
575700 576000 576300 576600 576900
3
a Map Scale: 1:12,000 if printed on A portrait (8.5" x 11") sheet.
Meters
N 0 150 300 600 900
Feet
0 500 1000 2000 3000
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WG984
8
Custom Soil Resource Report
Soil Map
576000 576300 576600
576900
577200
577200
3
b+
577500
N 35' 1' 3" N
M
N
n
34' 59' 43" N
577500
3
0

Custom Soil Resource Report
MAP LEGEND
MAP INFORMATION
Area of Interest (AOI)
Spoil Area
The soil surveys that comprise your AOI were mapped at 1:24,000.
0
Area of Interest (AOI)
Stony Spot
Soils
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
0
Soil Map Unit Polygons
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
rtir
Soil Map Unit Lines
�
Other
misunderstanding of the detail of mapping and accuracy of soil line
Soil Map Unit Points
placement. The maps do not show the small areas of contrasting
.;
Special Line Features
soils that could have been shown at a more detailed scale.
Special
Point Features
Blowout
Water Features
Streams and Canals
Please rely on the bar scale on each map sheet for map
Borrow Pit
measurements.
Transportation
Clay Spot
Rails
Source of Map: Natural Resources Conservation Service
Closed Depression
Interstate Highways
Web Soil Survey URL: http://websoilsurvey.nres.usda.gov
Gravel Pit
Coordinate System: Web Mercator (EPSG:3857)
„
US Routes
.14
Gravelly Spot
Y
Major Roads
Maps from the Web Soil Survey are based on the Web Mercator
0
Landfill
Local Roads
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Lava Flow
Background
Albers equal-area conic projection, should be used if more accurate
Marsh or swamp
.
Aerial Photography
calculations of distance or area are required.
Mine or Quarry
This product is generated from the USDA-NRCS certified data as of
Miscellaneous Water
the version date(s) listed below.
Perennial Water
Soil Survey Area: Anson County, North Carolina
Rock outcrop
Survey Area Data: Version 19, Sep 12, 2015
Saline Spot
Soil map units are labeled (as space allows) for map scales 1:50,000
Sandy Spot
or larger.
49,
Severely Eroded Spot
Date(s) aerial images were photographed: Feb 26, 2010—Apr 3,
Sinkhole
2011
Jp
Slide or Slip
The orthophoto or other base map on which the soil lines were
jV
Sodic Spot
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
7

Custom Soil Resource Report
Map Unit Legend
Anson County, North Carolina (NC007)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
BaB
Badin channery silt loam, 2 to 8
3.4
0.5%
percent slopes
BaC
Badin channery silt loam, 8 to 15
32.3
5.0%
percent slopes
Badin-Goldston complex, 2 to 8
84.5
13.2%
BgB
percent slopes
ChA
Chewacla loam, 0 to 2 percent
0.0
0.0%
slopes, frequently flooded
Chewacla and Chastain soils, 0
37.9
CmA
5.9%
to 2 percent slopes, frequently
flooded
CrB
Creedmoor fine sandy loam, 2 to
156.5
24.4%
8 percent slopes
GoB
Goldston channery silt loam, 2 to
2.6
0.4%
8 percent slopes
GoD
Goldston channery silt loam, 15
82.7
12.9%
to 25 percent slopes
GoE
Goldston channery silt loam, 25
2.3
0.4%
to 45 percent slopes
MaB
Mayodan fine sandy loam, 2 to 8
149.3
23.3%
percent slopes
PoB
Pinoka-Carbonton complex, 2 to
2.0
0.3%
8 percent slopes
ToA
Tillery silt loam, 0 to 3 percent
58.2
9.1 %
slopes
WhB2
White Store fine sandy loam, 2 to
28.9
4.5%
8 percent slopes, moderately
eroded
Totals for Area of Interest
640.6
100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the landscape,
however, the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
10

DOWNCHUTES

Civil & Environmental Consultants, Inc.
Project Name: Anson Phase 5
CEC Project No.: 165-276
Description: 25-Year Stormwater Downchute Calculations
By:
CTH
Date:
10/2018
Checked By:
MRJ
Date:
10/2018
Total Flow (cfs) 140.89
Downchute #2 1 29.70 1 0.60 1 5.0 1 8.57 152.72
Total Flow (cfs) 1 152.72
Downchute #3 1 29.91 1 0.60 1 5.0 1 8.57 153.80
Total Flow (cfs) 1 153.80
Downchute #4 28.37 0.60 5.0 1 8.57 145.88
Total Flow (cfs) 1 145.88
Downchute #5 1 18.70 1 0.60 1 5.0 8.57 1 96.16
Total Flow (cfs) 96.16
Downchute #6 1 27.58 1 0.60 1 5.0 1 8.57 1 141.82
Total Flow (cfs) 1 141.82

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Downchute #1
Trapezoidal
Bottom Width (ft)
= 4.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.50
Invert Elev (ft)
= 280.00
Slope (%)
= 28.50
N-Value
= 0.130
Calculations
Compute by:
Known Q
Known Q (cfs)
= 140.89
Elev (ft) Section
283.00
282.50
282.00
281.50
281.00
280.50
280.00
279.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Oct 17 2018
= 2.02
= 140.89
= 20.32
= 6.93
= 16.78
= 2.11
= 16.12
= 2.77
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
_n r1n
I 2 4 6 8 10 12 14 16 18 20 22 24 Vvv
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Downchute #1
Circular
Diameter (ft)
= 5.00
Invert Elev (ft)
= 280.00
Slope (%)
= 28.50
N-Value
= 0.130
Calculations
Compute by:
Known Q
Known Q (cfs)
= 140.89
Elev (ft)
286.00
285.00
284.00
283.00
282.00
281.00
280.00
279.00
0
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
1 2 3 4 5 6
Reach (ft)
Wednesday, Oct 17 2018
= 4.16
= 140.89
= 17.48
= 8.06
= 11.50
= 3.40
= 3.73
= 5.17
Depth (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
-1.00
7

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Downchute #2
Trapezoidal
Bottom Width (ft)
= 4.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.50
Invert Elev (ft)
= 280.00
Slope (%)
= 28.50
N-Value
= 0.130
Calculations
Compute by:
Known Q
Known Q (cfs)
= 152.72
Elev (ft) Section
283.00
282.50
282.00
281.50
281.00
280.50
280.00
279.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Oct 17 2018
= 2.10
= 152.72
= 21.63
= 7.06
= 17.28
= 2.20
= 16.60
= 2.88
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
_n r1n
I 2 4 6 8 10 12 14 16 18 20 22 24 Vvv
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Downchute #2
Circular
Diameter (ft)
= 6.00
Invert Elev (ft)
= 280.00
Slope (%)
= 28.50
N-Value
= 0.130
Calculations
Compute by:
Known Q
Known Q (cfs)
= 152.72
Elev (ft)
287.00
286.00
285.00
284.00
283.00
282.00
281.00
280.00
279.00
0
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
1 2 3 4 5 6 7
Reach (ft)
Wednesday, Oct 17 2018
= 3.61
= 152.72
= 17.85
= 8.56
= 10.68
= 3.36
= 5.87
= 4.75
Depth (ft)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
-1.00
8

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Downchute #3
Trapezoidal
Bottom Width (ft)
= 4.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.50
Invert Elev (ft)
= 280.00
Slope (%)
= 28.50
N-Value
= 0.130
Calculations
Compute by:
Known Q
Known Q (cfs)
= 153.80
Elev (ft) Section
283.00
282.50
282.00
281.50
281.00
280.50
280.00
279.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Oct 17 2018
= 2.11
= 153.80
= 21.80
= 7.06
= 17.34
= 2.20
= 16.66
= 2.88
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
_n r1n
I 2 4 6 8 10 12 14 16 18 20 22 24 Vvv
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Downchute #3
Circular
Diameter (ft)
= 6.00
Invert Elev (ft)
= 200.00
Slope (%)
= 28.50
N-Value
= 0.130
Calculations
Compute by:
Known Q
Known Q (cfs)
= 153.80
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Oct 17 2018
= 3.63
= 153.80
= 17.93
= 8.58
= 10.71
= 3.36
= 5.86
= 4.77
Elev (ft) Section Depth (ft)
207.00
7.00
206.00
6.00
205.00
204.00
5.00
4.00
203.00
3.00
202.00
2.00
201.00
1.00
200.00
'.�Q�
0.00
1 00
1 2 3
4
Reach (ft)
5 6 7
8

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Downchute #4
Trapezoidal
Bottom Width (ft)
= 4.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.50
Invert Elev (ft)
= 280.00
Slope (%)
= 28.50
N-Value
= 0.130
Calculations
Compute by:
Known Q
Known Q (cfs)
= 145.88
Elev (ft) Section
283.00
282.50
282.00
281.50
281.00
280.50
280.00
279.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Oct 17 2018
= 2.06
= 145.88
= 20.97
= 6.96
= 17.03
= 2.15
= 16.36
= 2.81
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
_n r1n
I 2 4 6 8 10 12 14 16 18 20 22 24 Vvv
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Downchute #4
Circular
Diameter (ft)
= 4.00
Invert Elev (ft)
= 200.00
Slope (%)
= 280.00
N-Value
= 0.130
Calculations
Compute by:
Known Q
Known Q (cfs)
= 145.88
Elev (ft)
205.00
204.00
203.00
202.00
201.00
200.00
199.00
0
1 2
Section
3
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
4 5
Wednesday, Oct 17 2018
= 2.25
= 145.88
= 7.31
= 19.95
= 6.80
= 3.56
= 3.97
= 8.44
Depth (ft)
5.00
4.00
3.00
2.00
1.00
1 11
-1.00
6

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Downchute #5
Trapezoidal
Bottom Width (ft)
= 4.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.50
Invert Elev (ft)
= 280.00
Slope (%)
= 28.50
N-Value
= 0.130
Calculations
Compute by:
Known Q
Known Q (cfs)
= 96.16
Elev (ft) Section
283.00
282.50
282.00
281.50
281.00
280.50
280.00
279.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Oct 17 2018
= 1.69
= 96.16
= 15.33
= 6.27
= 14.69
= 1.75
= 14.14
= 2.30
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
_n r1n
I 2 4 6 8 10 12 14 16 18 20 22 24 Vvv
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Downchute #5
Circular
Diameter (ft)
= 5.00
Invert Elev (ft)
= 280.00
Slope (%)
= 28.50
N-Value
= 0.130
Calculations
Compute by:
Known Q
Known Q (cfs)
= 96.16
Elev (ft)
286.00
285.00
284.00
283.00
282.00
281.00
280.00
279.00
0
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
1 2 3 4 5 6
Reach (ft)
Wednesday, Oct 17 2018
= 3.06
= 96.16
= 12.63
= 7.61
= 9.00
= 2.79
= 4.87
= 3.96
Depth (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
-1.00
7

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Downchute #6
Trapezoidal
Bottom Width (ft)
= 4.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.50
Invert Elev (ft)
= 280.00
Slope (%)
= 28.50
N-Value
= 0.130
Calculations
Compute by:
Known Q
Known Q (cfs)
= 141.82
Elev (ft) Section
283.00
282.50
282.00
281.50
281.00
280.50
280.00
279.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Oct 17 2018
= 2.03
= 141.82
= 20.48
= 6.92
= 16.84
= 2.12
= 16.18
= 2.78
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
_n r1n
I 2 4 6 8 10 12 14 16 18 20 22 24 Vvv
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Downchute #6
Circular
Diameter (ft)
= 5.00
Invert Elev (ft)
= 280.00
Slope (%)
= 28.50
N-Value
= 0.130
Calculations
Compute by:
Known Q
Known Q (cfs)
= 141.82
Elev (ft)
286.00
285.00
284.00
283.00
282.00
281.00
280.00
279.00
0
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
1 2 3 4 5 6
Reach (ft)
Wednesday, Oct 17 2018
= 4.20
= 141.82
= 17.62
= 8.05
= 11.60
= 3.41
= 3.66
= 5.21
Depth (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
-1.00
7

TACK -ON SWALE

Civil & Environmental Consultants, Inc.
Project Name: Anson Phase 5
CEC Project No.: 165-276
Description: 25-Year Stormwater Tack -On Ditch Calculations
*Worst Case Scenario
By:
CTH
Date:
9/2018
Checked By:
MRJ
Date:
10/2018
Total Flow (cfs) 1 16.66

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
TACK -ON SWALE
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 3.50
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 5.00
N-Value
= 0.049
Calculations
Compute by:
Known Q
Known Q (cfs)
= 16.66
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Nov 7 2018
= 0.86
= 16.66
= 3.75
= 4.44
= 7.05
= 0.89
= 6.73
= 1.17
Elev (ft) Section Depth (ft)
103.00
3.00
102.50
102.00
2.50
2.00
1.50
101.50
101.00
1.00
100.50
100.00
0.50
0.00
00F,9�
0 50
2 4 6 8 10
Reach (ft)
12 14 16
18

ECMDS 6.0
Page 1 of 1
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > >Tack -On Ditch
Name
Tack -On Ditch
Discharge
16.66
Peak Flow Period
0.083
Channel Slope
0.05
Channel Bottom Width
2
Left Side Slope
2
Right Side Slope
3.5
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-75%
Soil Type
Silt Loam
SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75%
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissable
Calculated
Safety
Remarks
Staple
I
Depth
I
I Shear Stress
I Shear Stress I
Factor
Pattern
SC250
Straight
16.66 cfs
5.64 ft/s
0.73 ft
0.035 3 ibs/ft2
2.29 ibs/ft2
1.31
STABLE
E
Unvegetated
SC250
Straight
16.66 cfs
3.82 ft/s
0.95 ft
0.06 10 ibs/ft2
2.95 ibs/ft2
3.39
STABLE
E
Reinforced
Vegetation
Underlying
Straight
16.66 cfs
3.82 ft/s
0.95 ft
0.8 ibs/ft2
0.32 ibs/ft2
2.49
STABLE
Substrate
https://ecmds.com/project/137756/channel-analysis/151178/show 11 /7/2018

TOP OF LANDFILL DITCHES

Civil & Environmental Consultants, Inc.
Project Name: Anson Phase 5
CEC Project No.: 165-276
Description: 25-Year Stormwater Top of Landfill Ditch Calculations
By:
CTH
Date:
9/2018
Checked By:
MRJ
Date:
10/2018
*Worst Case Scenario
Total Flow (cfs) 53.99

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
TOP OF LANDFILL DITCH
Triangular
Side Slopes (z:1)
= 3.00, 20.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 2.00
N-Value
= 0.068
Calculations
Compute by:
Known Q
Known Q (cfs)
= 53.99
Elev (ft) Section
103.00
102.50
102.00
101.50
101.00
100.50
100.00
99.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Nov 7 2018
= 1.40
= 53.99
= 22.54
= 2.40
= 32.46
= 1.07
= 32.20
= 1.49
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
_n r1n
5 10 15 20 25 30 35 40 45 50 55 60 V vv
Reach (ft)

ECMDS 6.0
Page 1 of 1
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > >Too of Landfill Ditch
Name
Top of Landfill Ditch
Discharge
53.99
Peak Flow Period
0.083
Channel Slope
0.02
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
20
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-75%
Soil Type
Silt Loam
SC150
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase Reach Discharge I Velocity Normal Mannings N Permissable I Calculated I Safety Remarks Staple
Depth Shear Stress ShearStressi Factor Pattern
Sc1s0 Straight 53.99 cfs 3.81 ft/s 1.11 ft 0.037 2 ibs/ft2 1.38 ibs/ft2 1.44 STABLE E
Unvegetated
Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Fair 50-75%
Phase
Reach
Discharge
9
Velocity
Y
Normal
Mannin s N
9
Permissable
Calculated
Safety
Y
Remarks
Staple
p
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced
Straight 53.99 cfs 2.42 ft/s 1.39 ft
0.068 4.2 ibs/ft2
1.74 ibs/ft2
2.42 STABLE
Vegetation
Underlying
Straight 53.99 cfs 2.42 ft/s 1.39 ft
-- 0.04 ibs/ft2
0.04 ibs/ft2
0.95 UNSTABLE
Substrate
https://ecmds.com/project/137756/channel-analysis/152905/show 11 /7/2018

PERIMETER DITCHES

Civil & Environmental Consultants, Inc.
By: CTH
Project Name: Anson Phase 5 Date: 9/2018
CEC Project No.: 165-276 Checked By: NTB
Description: 25-Year Stormwater Perimeter Ditch Calculations Date:
Area
• Runoff
Rational
Time of
Intensity, I
Flow, Q
Perimeter Ditch
(acres)
Composite C
Concentration, Tc
(in/hr)
(cfs)
(min)
Perimeter Ditch #1
29.35
0.60
1 5.0
1 8.57
150.92
Trapozoidal Ditch
Total Flow (cfs) 150.92
Perimeter Ditch #2 0.22 0.60 5.0 8.57 1.13
V-Ditch
Total Flow (cfs) 1.13
Perimeter Ditch #3 0.85 0.60 5.0 8.57 4.37
V-Ditch
Total Flow (cfs) 4.37
Drainage Area = Downchute #1 (27.40) + 1.95 acres
Perimeter Ditch #4 30.08 0.60 5.0 8.57 1 154.67 Drainage Area = Downchute #2 (29.70) +0.38 acres
Trapozoidal Ditch
Total Flow (cfs) 154.67
Perimeter Ditch #5 3.79 0.60 5.0 8.57 1 19.49
V-Ditch
Total Flow (cfs) 19.49
Perimeter Ditch #6 3.50 0.60 5.0 8.57 1 18.00
Trapozoidal Ditch
Total Flow (cfs) 18.00
Perimeter Ditch #7 0.92 0.60 5.0 8.57 4.73
V-Ditch
Total Flow (cfs) 4.73
Perimeter Ditch #8 32.37 0.60 5.0 8.57 1 166.45 Drainage Area = Downchute #3 (29.91) + 2.46 acres
Trapozoidal Ditch
Total Flow (cfs) 166.45
Perimeter Ditch #9 0.50 0.60 5.0 8.57 2.57
V-Ditch
Total Flow (cfs) 2.s7
Perimeter Ditch #10 2.66 0.60 5.0 8.57 1 13.68 Drainage Area = Perimeter Ditch #9 & #11 + 1.16 acres
V-Ditch
Total Flow (cfs) 13.68

Perimeter Ditch #11 1.00 0.60 5.0 8.57 5.14
V-Ditch
Total Flow (cfs) 5.14
Perimeter Ditch #12 0.75 0.60 5.0 8.57 3.86
V-Ditch
Total Flow (cfs) 3.86
Perimeter Ditch #13 1.09 0.60 5.0 8.57 5.60
V-Ditch
Total Flow (cfs) 5.60
Perimeter Ditch #14 32.44 0.60 5.0 8.57 166.81 Drainage Area = Downchute #4 (28.37)+ 4.07 acres
Trapozoidal Ditch
Total Flow (cfs) 166.81
Perimeter Ditch #15 1.70 0.60 5.0 8.57 8.74
Trapozoidal Ditch
Total Flow (cfs) 8.74
Perimeter Ditch #16 32.44 0.60 5.0 8.57 166.81 Drainage Area =Perimeter Ditch #14 Outfall
Trapozoidal Ditch

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
PERIMETER DITCH #1
Trapezoidal
Bottom Width (ft) =
6.00
Side Slopes (z:1) =
3.00, 3.00
Total Depth (ft) =
3.50
Invert Elev (ft) =
280.00
Slope (%) =
2.00
N-Value =
0.039
Calculations
Compute by: Known Q
Known Q (cfs) =
150.92
Elev (ft) Section
284.00
283.00
282.00
281.00
280.00
279.00
5 10 15
20
Reach (ft)
Wednesday, Oct 17 2018
Highlighted
Depth (ft)
= 1.99
Q (cfs)
= 150.92
Area (sqft)
= 23.82
Velocity (ft/s)
= 6.34
Wetted Perim (ft)
= 18.59
Crit Depth, Yc (ft)
= 1.96
Top Width (ft)
= 17.94
EGL (ft)
= 2.61
Depth (ft)
4.00
3.00
2.00
1.00
_i nn
25 30 35 40 vv

ECMDS 6.0
Page 1 of 1
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > >Perimeter Ditch #1
Name
Perimeter Ditch #1
Discharge
150.92
Peak Flow Period
0.083
Channel Slope
0.028
Channel Bottom Width
6
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-75%
Soil Type
Silt Loam
SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75%
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissable
Calculated
Safety
Remarks
Staple
I
Depth
I
I Shear Stress
Shear Stress
Factor
Pattern
SC250
Straight
150.92 cfs
10.64 ft/s
1.39 ft
0.023 3 Ibs/ft2
2.44 Ibs/ft2
1.23
STABLE
E
Unvegetated
SC250
Straight
150.92 cfs
7.15 ft/s
1.84 ft
0.039 10 Ibs/ftz
3.21 Ibs/ftz
3.12
STABLE
E
Reinforced
Vegetation
Underlying
Straight
150.92 cfs
7.15 ft/s
1.84 ft
-- 0.8 Ibs/ftz
0.17 Ibs/ftz
4.78
STABLE
--
Substrate
https:Hecmds.com/project/137756/channel-analysis/150469/show 10/ 17/2018

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
PERIMETER DITCH #2
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 4.00
Invert Elev (ft)
= 308.00
Slope (%)
= 8.00
N-Value
= 0.148
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.13
Elev (ft)
313.00
312.00
311.00
310.00
309.00
308.00
307.00
Section
0 5 10 15 20
Reach (ft)
Wednesday, Oct 17 2018
Highlighted
Depth (ft)
= 0.57
Q (cfs)
= 1.130
Area (sqft)
= 0.97
Velocity (ft/s)
= 1.16
Wetted Perim (ft)
= 3.60
Crit Depth, Yc (ft)
= 0.39
Top Width (ft)
= 3.42
EGL (ft)
= 0.59
25 30
Depth (ft)
5.00
4.00
3.00
2.00
1.00
1 11
-1.00
35

ECMDS 6.0
Page 1 of 1
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > >Perimeter Ditch #2
Name
Perimeter Ditch #2
Discharge
1.13
Peak Flow Period
0.083
Channel Slope
0.08
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-75%
Soil Type
Silt Loam
Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Fair 50-75%
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissable
Calculated
Safety
Remarks
Staple
I
Depth
I
I Shear Stress
I Shear Stress I
Factor
Pattern
Unreinforced
Straight
1.13 cfs 1.18 ft/s
0.56 ft
0.148 4.2 Ibs/ft2
2.82 Ibs/ft2
1.49 STABLE
Vegetation
Underlying
Straight
1.13 cfs 1.18 ft/s
0.56 ft
-- 0.04 Ibs/ft2
0.01 Ibs/ft2
2.78 STABLE
Substrate
https://ecmds.com/project/137756/channel-analysis/150477/show 10/17/2018

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
PERIMETER DITCH #3
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 288.00
Slope (%)
= 8.00
N-Value
= 0.089
Calculations
Compute by:
Known Q
Known Q (cfs)
= 4.37
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Oct 17 2018
= 0.78
= 4.370
= 1.83
= 2.39
= 4.93
= 0.67
= 4.68
= 0.87
Elev (ft) Section Depth (ft)
291.00
3.00
290.50
2.50
290.00
289.50
2.00
1.50
289.00
288.50
1.00
0.50
288.00
287 50
0.00
0 50
2 4 6
8
Reach (ft)
10 12 14
16

ECMDS 6.0
Page 1 of 1
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > >Perimeter Ditch #3
Name
Perimeter Ditch #3
Discharge
4.37
Peak Flow Period
0.0893
Channel Slope
0.08
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-75%
Soil Type
Silt Loam
Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Fair 50-75%
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissable
Calculated
Safety
Remarks
Staple
I
Depth
I
I Shear Stress
I Shear Stress I
Factor
Pattern
Unreinforced
Straight 4.37 cfs 2.43 ft/s
0.77 ft
0.089 4.2 Ibs/ft2
3.87 Ibs/ft2
1.09 STABLE
Vegetation
Underlying
Straight 4.37 cfs 2.43 ft/s
0.77 ft
-- 0.04 Ibs/ft2
0.05 Ibs/ft2
0.73 UNSTABLE
Substrate
https://ecmds.com/project/ 137756/channel-analysis/ 150481 /show 10/17/2018

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
PERIMETER DITCH #4
Trapezoidal
Bottom Width (ft)
= 6.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 4.00
Invert Elev (ft)
= 288.00
Slope (%)
= 3.60
N-Value
= 0.039
Calculations
Compute by:
Known Q
Known Q (cfs)
= 154.67
Wednesday, Oct 17 2018
Highlighted
Depth (ft)
= 1.74
Q (cfs)
= 154.67
Area (sqft)
= 19.52
Velocity (ft/s)
= 7.92
Wetted Perim (ft)
= 17.00
Crit Depth, Yc (ft)
= 1.99
Top Width (ft)
= 16.44
EGL (ft)
= 2.72
Elev (ft) Section Depth (ft)
293.00
292.00
5.00
4.00
291.00
3.00
290.00
289.00
2.00
1.00
288.00
287
0.00
nn
0
5 10 15 20 25 30 35 40 vv
Reach (ft)

ECMDS 6.0
Page 1 of 1
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > >Perimeter Ditch #4
Name
Perimeter Ditch #4
Discharge
154.67
Peak Flow Period
0.083
Channel Slope
0.036
Channel Bottom Width
6
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-75%
Soil Type
Silt Loam
SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75%
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissable
Calculated
Safety
Remarksl
Staple
I
Depth
I
Shear Stress
I Shear Stress I
Factor
I I
Pattern
SC250
Straight
154.67 cfs
11.41 ft/s
1.35 ft
0.024 3 Ibs/ft2
3.03 Ibs/ft2
0.99
UNSTABLE
E
Unvegetated
SC250
Straight
154.67 cfs
7.98 ft/s
1.73 ft
0.039 10 Ibs/ft2
3.89 Ibs/ft2
2.57
STABLE
E
Reinforced
Vegetation
Underlying
Straight
154.67 cfs
7.98 ft/s
1.73 ft
-- 0.8 Ibs/ft2
0.27 Ibs/ft2
2.92
STABLE
--
Substrate
https:Hecmds.com/project/137756/channel-analysis/150486/show 10/ 17/2018

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
PERIMETER DITCH #5
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 280.00
Slope (%)
= 2.80
N-Value
= 0.061
Calculations
Compute by:
Known Q
Known Q (cfs)
= 19.49
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Oct 17 2018
= 1.44
= 19.49
= 6.22
= 3.13
= 9.11
= 1.22
= 8.64
= 1.59
Elev (ft) Section Depth (ft)
283.00
3.00
282.50
2.50
282.00
281.50
2.00
1.50
281.00
280.50
1.00
NL0.50
280.00
270 50
0.00
0 50
2 4 6
8
Reach (ft)
10 12 14
16

ECMDS 6.0
Page 1 of 1
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > >Perimeter Ditch #5
Name
Perimeter Ditch #5
Discharge
19.49
Peak Flow Period
0.083
Channel Slope
0.028
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-75%
Soil Type
Clay Loam
SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75%
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissable
Calculated
Safety
Remarks
Staple
I
Depth
I
I Shear Stress
I Shear Stress I
Factor
Pattern
SC250
Straight
19.49 cfs
5.55 ft/s
1.08 ft
0.029 3 ibs/ft2
1.89 ibs/ft2
1.59
STABLE
E
Unvegetated
SC250
Straight
19.49 cfs
3.15 ft/s
1.44 ft
0.061 10 ibs/ft2
2.51 ibs/ft2
3.98
STABLE
E
Reinforced
Vegetation
Underlying
Straight
19.49 cfs
3.15 ft/s
1.44 ft
-- 0.8 ibs/ft2
0.13 ibs/ft2
6.22
STABLE
--
Substrate
https://ecmds.com/project/137756/channel-analysis/150489/show 10/17/2018

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
PERIMETER DITCH #6
Trapezoidal
Bottom Width (ft)
= 6.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 280.00
Slope (%)
= 8.00
N-Value
= 0.062
Calculations
Compute by:
Known Q
Known Q (cfs)
= 18.00
Elev (ft) Section
283.00
282.50
282.00
281.50
281.00
280.50
280.00
279.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Oct 17 2018
= 0.58
= 18.00
= 4.49
= 4.01
= 9.67
= 0.59
= 9.48
= 0.83
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
_n r1n
2 4 6 8 10 12 14 16 18 20 22 Vvv
Reach (ft)

ECMDS 6.0
Page 1 of 1
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > >Perimeter Ditch #6
Name
Perimeter Ditch #6
Discharge
19.49
Peak Flow Period
0.083
Channel Slope
0.08
Channel Bottom Width
6
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-75%
Soil Type
Silt Loam
SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75%
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissable
Calculated
Safety
Remarks
Staple
I
I
Depth
Shear Stress
Shear Stress
Factor
Pattern
SC250
Straight
19.49 cfs
5.59 ft/s
0.47 ft
0.04 3 Ibs/ft2
2.35 Ibs/ft2
1.28
STABLE
E
Unvegetated
SC250
Straight
19.49 cfs
4.13 ft/s
0.6 ft
0.062 10 ibs/ftz
3.02 Ibs/ftz
3.32
STABLE
E
Reinforced
Vegetation
Underlying
Straight
19.49 cfs
4.13 ft/s
0.6 ft
-- 0.8 ibs/ftz
0.45 Ibs/ftz
1.79
STABLE
--
Substrate
https:Hecmds.com/project/137756/channel-analysis/150500/show 10/ 17/2018

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
PERIMETER DITCH #7
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 290.00
Slope (%)
= 3.10
N-Value
= 0.086
Calculations
Compute by:
Known Q
Known Q (cfs)
= 4.73
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Oct 17 2018
= 0.95
= 4.730
= 2.71
= 1.75
= 6.01
= 0.69
= 5.70
= 1.00
Elev (ft) Section Depth (ft)
293.00
3.00
292.50
2.50
292.00
291.50
2.00
1.50
1.00
291.00
290.50
0.50
290.00
289 50
0.00
0 50
2 4 6
8
Reach (ft)
10 12 14
16

ECMDS 6.0
Page 1 of 1
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > >Perimeter Ditch #7
Name
Perimeter Ditch #7
Discharge
4.73
Peak Flow Period
0.083
Channel Slope
0.08
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-75%
Soil Type
Silt Loam
Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Fair 50-75%
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissable
Calculated
Safety
Remarks
Staple
I
Depth
I
I Shear Stress
I Shear Stress I
Factor
Pattern
Unreinforced
Straight 4.73 cfs 2.53 ft/s
0.79 ft
0.086 4.2 Ibs/ft2
3.94 Ibs/ft2
1.07 STABLE
Vegetation
Underlying
Straight 4.73 cfs 2.53 ft/s
0.79 ft
-- 0.04 Ibs/ft2
0.05 Ibs/ft2
0.68 UNSTABLE
Substrate
https://ecmds.com/project/137756/channel-analysis/150528/show 10/17/2018

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
PERIMETER DITCH #8
Trapezoidal
Bottom Width (ft)
= 6.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 3.50
Invert Elev (ft)
= 290.00
Slope (%)
= 2.10
N-Value
= 0.037
Calculations
Compute by:
Known Q
Known Q (cfs)
= 166.45
Elev (ft) Section
294.00
293.00
292.00
291.00
290.00
289.00
5 10 15
20
Reach (ft)
Wednesday, Oct 17 2018
Highlighted
Depth (ft)
= 2.01
Q (cfs)
= 166.45
Area (sqft)
= 24.18
Velocity (ft/s)
= 6.88
Wetted Perim (ft)
= 18.71
Crit Depth, Yc (ft)
= 2.07
Top Width (ft)
= 18.06
EGL (ft)
= 2.75
Depth (ft)
4.00
3.00
2.00
1.00
_i nn
25 30 35 40 vv

ECMDS 6.0
Page 1 of 1
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > >Perimeter Ditch #8
Name
Perimeter Ditch #8
Discharge
166.45
Peak Flow Period
0.083
Channel Slope
0.055
Channel Bottom Width
6
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-75%
Soil Type
Silt Loam
SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75%
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissable
Calculated
Safety
Remarks
Staple
I
Depth
I
Shear Stress
Shear Stress
Factor
Pattern
SC250
Straight
166.45 cfs
13.1 ft/s
1.29 ft
0.025 3 Ibs/ft2
4.42 Ibs/ft2
0.68
UNSTABLE
E
Unvegetated
SC250
Straight
166.45 cfs
9.73 ft/s
1.59 ft
0.037 10 Ibs/ftz
5.45 Ibs/ftz
1.83
STABLE
E
Reinforced
Vegetation
Underlying
Straight
166.45 cfs
9.73 ft/s
1.59 ft
-- 0.8 Ibs/ftz
0.56 Ibs/ftz
1.43
STABLE
--
Substrate
https:Hecmds.com/project/137756/channel-analysis/150529/show 10/ 17/2018

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
PERIMETER DITCH #9
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 290.00
Slope (%)
= 2.80
N-Value
= 0.110
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.57
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Oct 17 2018
= 0.84
= 2.570
= 2.12
= 1.21
= 5.31
= 0.54
= 5.04
= 0.86
Elev (ft)
Depth (ft)
Section
3.00
293.00
2.50
292.50
2.00
292.00
1.50
291.50
1.00
291.00
290.50
0.50
0.00
290.00
289 50
0 50
2 4 6
8
Reach (ft)
10 12 14
16

ECMDS 6.0
Page 1 of 1
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > >Perimeter Ditch #9
Name
Perimeter Ditch #9
Discharge
2.57
Peak Flow Period
0.083
Channel Slope
0.08
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-75%
Soil Type
Silt Loam
SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75%
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissable
Calculated
Safety
Remarks
Staple
I
I
Depth
I Shear Stress
Shear Stress
Factor
I
Pattern
SC250
Straight
2.57 cfs
3.87 ft/s
0.47 ft
0.04 3 Ibs/ft2
2.35 Ibs/ft2
1.28
STABLE
E
Unvegetated
SC250
Straight
2.57 cfs
1.85 ft/s
0.68 ft
0.107 10 Ibs/ft2
3.4 Ibs/ft2
2.94
STABLE
E
Reinforced
Vegetation
Underlying
Straight
2.57 cfs
1.85 ft/s
0.68 ft
-- 0.8 ibs/ft2
0.16 Ibs/ft2
5.08
STABLE
--
Substrate
https:Hecmds.com/project/137756/channel-analysis/150530/show 10/ 17/2018

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
PERIMETER DITCH #10
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 290.00
Slope (%)
= 2.00
N-Value
= 0.070
Calculations
Compute by:
Known Q
Known Q (cfs)
= 13.68
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Oct 17 2018
= 1.41
= 13.68
= 5.96
= 2.29
= 8.92
= 1.06
= 8.46
= 1.49
Elev (ft) Section Depth (ft)
293.00
3.00
292.50
2.50
292.00
2.00
1.50
3q
291.50
7
291.00
290.50
1.00
NL0.50
290.00
289 50
0.00
0 50
2 4 6
8
Reach (ft)
10 12 14
16

ECMDS 6.0
Page 1 of 1
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > >Perimeter Ditch #10
Name
Perimeter Ditch #10
Discharge
13.68
Peak Flow Period
0.083
Channel Slope
0.02
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-75%
Soil Type
Silt Loam
SC150
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase Reach Discharge I Velocity Normal Mannings N Permissable I Calculated I Safety Remarks Staple
Depth Shear Stress ShearStressi Factor Pattern
Sc1s0 Straight 13.68 cfs 3.7 ft/s 1.11 ft 0.037 2 ibs/ft2 1.38 ibs/ft2 1.44 STABLE E
Unvegetated
Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Fair 50-75%
Phase
Reach
Discharge
9
Velocity
Y
Normal
Mannin s N
9
Permissable
Calculated
Safety
Y
Remarks
Staple
p
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced
Straight 13.68 cfs 2.28 ft/s 1.41 ft
0.07 4.2 ibs/ft2
1.76 ibs/ft2
2.38 STABLE
Vegetation
Underlying
Straight 13.68 cfs 2.28 ft/s 1.41 ft
-- 0.04 ibs/ft2
0.03 ibs/ft2
1.01 STABLE
Substrate
https://ecmds.com/project/137756/channel-analysis/151176/show 10/17/2018

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
PERIMETER DITCH #11
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 290.00
Slope (%)
= 7.00
N-Value
= 0.084
Calculations
Compute by:
Known Q
Known Q (cfs)
= 5.14
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Oct 17 2018
= 0.83
= 5.140
= 2.07
= 2.49
= 5.25
= 0.72
= 4.98
= 0.93
Elev (ft) Section Depth (ft)
293.00
3.00
292.50
2.50
292.00
291.50
2.00
1.50
291.00
290.50
1.00
0.50
290.00
289 50
0.00
0 50
2 4 6
8
Reach (ft)
10 12 14
16

ECMDS 6.0
Page 1 of 1
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > >Perimeter Ditch #11
Name
Perimeter Ditch #11
Discharge
5.14
Peak Flow Period
0.083
Channel Slope
0.08
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-75%
Soil Type
Silt Loam
SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75%
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissable
Calculated
Safety
Remarks
Staple
I
Depth
I
I Shear Stress
I Shear Stress I
Factor
Pattern
SC250
Straight
5.14 cfs
4.77 ft/s
0.6 ft
0.038 3 Ibs/ft2
2.99 Ibs/ft2
1
STABLE
E
Unvegetated
SC250
Straight
5.14 cfs
2.64 ft/s
0.81 ft
0.084 10 Ibs/ft2
4.02 Ibs/ft2
2.49
STABLE
E
Reinforced
Vegetation
Underlying
Straight
5.14 cfs
2.64 ft/s
0.81 ft
-- 0.8 Ibs/ft2
0.27 Ibs/ft2
3
STABLE
--
Substrate
https:Hecmds.com/project/ 137756/channel-analysis/ 150531 /show 10/ 17/2018

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
PERIMETER DITCH #12
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 286.00
Slope (%)
= 5.70
N-Value
= 0.097
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.86
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Oct 17 2018
= 0.82
= 3.860
= 2.02
= 1.91
= 5.19
= 0.64
= 4.92
= 0.88
Elev (ft) Section Depth (ft)
289.00
3.00
288.50
2.50
288.00
287.50
2.00
1.50
287.00
286.50
1.00
0.50
286.00
285 50
0.00
0 50
2 4 6
8
Reach (ft)
10 12 14
16

ECMDS 6.0
Page 1 of 1
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > >Perimeter Ditch #12
Name
Perimeter Ditch #12
Discharge
3.86
Peak Flow Period
0.083
Channel Slope
0.057
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-75%
Soil Type
Silt Loam
SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75%
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissable
Calculated
Safety
Remarks
Staple
I
I
Depth
I
I Shear Stress
I Shear Stress I
Factor
I
Pattern
SC250
Straight
3.86 cfs
3.88 ft/s
0.58 ft
0.039 3 Ibs/ft2
2.05 Ibs/ft2
1.46
STABLE
E
Unvegetated
SC250
Straight
3.86 cfs
1.94 ft/s
0.81 ft
0.097 10 Ibs/ft2
1 2.9 Ibs/ft2
3.45
STABLE
E
Reinforced
Vegetation
_
Underlying
Straight
3.86 cfs
1.94 ft/s
0.81 ft
-- 0.8 Ibs/ft2
0.14 Ibs/ft2
5.66
STABLE
--
Substrate
https:Hecmds.com/project/137756/channel-analysis/150532/show 10/ 17/2018

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
PERIMETER DITCH #13
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 286.00
Slope (%)
= 2.20
N-Value
= 0.084
Calculations
Compute by:
Known Q
Known Q (cfs)
= 5.60
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Oct 17 2018
= 1.07
= 5.600
= 3.43
= 1.63
= 6.77
= 0.74
= 6.42
= 1.11
Elev (ft) Section Depth (ft)
289.00
3.00
288.50
2.50
288.00
2.00
1.50
287.50
1.00
287.00
286.50
Nk0.50
286.00
285 50
0.00
0 50
2 4 6
8
Reach (ft)
10 12 14
16

ECMDS 6.0
Page 1 of 1
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > >Perimeter Ditch #13
Name
Perimeter Ditch #13
Discharge
5.6
Peak Flow Period
0.083
Channel Slope
0.058
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
None
Vegetation Density
None
Soil Type
None
SC250
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissable
Calculated
Safety
Remarks
Staple
I
Depth
I
I Shear Stress
I Shear Stress I
Factor
I
Pattern
SC250
Straight
5.6 cfs
4.41 ft/s
0.65 ft
0.037 3 Ibs/ft2
2.36 Ibs/ft2
1.27
STABLE
E
Unvegetated
SC250
Straight
5.6 cfs
2.38 ft/s
0.89 ft
0.084 10 Ibs/ft2
3.21 Ibs/ft2
3.12
STABLE
E
Reinforced
Vegetation
Underlying
Straight
5.6 cfs
2.38 ft/s
0.89 ft
-- 0.8 Ibs/ft2
0.48 Ibs/ft2
1.68
STABLE
--
Substrate
https:Hecmds.com/project/137756/channel-analysis/150536/show 10/ 17/2018

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
PERIMETER DITCH #14
Trapezoidal
Bottom Width (ft)
= 6.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 290.00
Slope (%)
= 3.10
N-Value
= 0.037
Calculations
Compute by:
Known Q
Known Q (cfs)
= 166.81
Elev (ft) Section
293.00
292.50
292.00
291.50
291.00
290.50
290.00
289.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Oct 17 2018
= 1.83
= 166.81
= 21.03
= 7.93
= 17.57
= 2.00
= 16.98
= 2.81
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
_n r1n
2 4 6 8 10 12 14 16 18 20 22 Vvv
Reach (ft)

ECMDS 6.0
Page 1 of 1
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > >Perimeter Ditch #14
Name
Perimeter Ditch #14
Discharge
166.81
Peak Flow Period
0.083
Channel Slope
0.06
Channel Bottom Width
6
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-75%
Soil Type
Silt Loam
SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75%
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissable
Calculated
Safety
Remarks
Staple
I
Depth
I
Shear Stress
Shear Stress I
Factor
Pattern
SC250
Straight
166.81 cfs
13.39 ft/s
1.27 ft
0.025 3 Ibs/ft2
4.75 Ibs/ft2
0.63
UNSTABLE
E
Unvegetated
SC250
Straight
166.81 cfs
10.08 ft/s
1.55 ft
0.037 10 Ibs/ft2
5.82 Ibs/ft2
1.72
STABLE
E
Reinforced
Vegetation
Underlying
Straight
166.81 cfs
10.08 ft/s
1.55 ft
-- 0.8 Ibs/ft2
0.65 Ibs/ft2
1.24
STABLE
--
Substrate
https:Hecmds.com/project/137756/channel-analysis/150539/show 10/ 17/2018

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ECMDS 6.0
Page 1 of 1
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > >Perimeter Ditch #15
Name
Perimeter Ditch #15
Discharge
8.74
Peak Flow Period
0.083
Channel Slope
0.02
Channel Bottom Width
6
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-75%
Soil Type
Silt Loam
SC150
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase Reach Discharge I Velocity Normal I Mannings N I Permissable I Calculated I Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Sc150 Straight 8.74 cfs 2.32 ft/s 0.5 ft 0.05 2 Ibs/ft2 0.63 Ibs/ft2 3.2 STABLE E
Unvegetated
Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Fair 50-75%
Phase
Reach
Discharge
9
Velocity
Y
Normal
Mannin s N
9
Permissable
Calculated
Safety
Y
Remarks
Staple
p
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced
Straight 8.74 cfs 1.52 ft/s 0.71 ft
0.093 4.2 Ibs/ft2
0.89 Ibs/ft2
4.75 STABLE
Vegetation
Underlying
Straight 8.74 cfs 1.52 ft/s 0.71 ft
-- 0.04 Ibs/ft2
0.01 Ibs/ft2
3.51 STABLE
Substrate
https://ecmds.com/project/137756/channel-analysis/150630/show 10/17/2018

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
PERIMETER DITCH #16
Trapezoidal
Bottom Width (ft)
= 6.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.50
Invert Elev (ft)
= 290.00
Slope (%)
= 2.00
N-Value
= 0.037
Calculations
Compute by:
Known Q
Known Q (cfs)
= 166.81
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Monday, Oct 29 2018
= 2.04
= 166.81
= 24.72
= 6.75
= 18.90
= 2.07
= 18.24
= 2.75
Elev (ft)
Depth (ft)
Section
3.00
293.00
2.50
292.50
2.00
292.00
1.50
291.50
1.00
291.00
290.50
0.50
0.00
290.00
289 50
0 50
0
5 10 15 20 25 30
Reach (ft)
35

ECMDS 6.0
Page 1 of 1
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > >Perimeter Ditch #16
Name
Perimeter Ditch #16
Discharge
166.81
Peak Flow Period
0.083
Channel Slope
0.02
Channel Bottom Width
6
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-75%
Soil Type
Silt Loam
SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75%
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissable
Calculated
Safety
Remarks
Staple
I
Depth
I
I Shear Stress
Shear Stress
Factor
Pattern
SC250
Straight
166.81 cfs
10.46 ft/s
1.51 ft
0.02 3 Ibs/ft2
1.89 Ibs/ft2
1.59
STABLE
E
Unvegetated
SC250
Straight
166.81 cfs
6.49 ft/s
2.09 ft
0.039 10 Ibs/ft2
2.61 Ibs/ft2
3.83
STABLE
E
Reinforced
Vegetation
Underlying
Straight
166.81 cfs
6.49 ft/s
2.09 ft
-- 0.8 Ibs/ft2
0.08 Ibs/ft2
9.76
STABLE
--
Substrate
https:Hecmds.com/project/137756/channel-analysis/152507/show 10/29/2018

SEDIMENT BASINS

IVIL & ENVIRONMENTAL CONSULTANTS, INC.
By:
CTH
roject Name: ANSON PHASE 5
Date:
S 31 2018
EC Project No.: 165-276
Checked By:
MRJ
escription: SEDIMENT BASIN 10
Date:
10/16/2018
ORTH CAROLINA STORMWATER DESIGN
Input
.61.1 SEDIMENT BASIN DESIGN (SEE DIAGRAM BELOW)
Calculation
Reference
GOVERNING REVIEW AGENCY
ANSON COUNTY
TOTAL DRAINAGE AREA
55.40
Do Not Use
Sediment Trap
Do Not Use
Skimmer Basin
10kay
Sediment Basin
RAINFALL INTENSITIES (in/hr)
2-yr
Taken from Table 2-2 Rainfall Intensities - NOAA
i]25-yr
10-yr
Polkton NC)
RISER PIPE DIA. (in)
F 48.00
RATIONAL RUNOFF COEFFICIENT
Description of surface
C-value(Table
Area
(acres)
%of Area
8.036)
I mpervious Area
0.00
0.0000
0%
Wooded Area
0.00
0.0000
0%
Grassed Area (Lawns w/ slopes > 7%)
0.00
0.0000
0%
Disturbed area
0.60
55.4000
100%
Composite Runoff Coefficient
0.60
2yr./10-yr. RATIONAL RUNOFF
Time of
Area
Intensity, I
Flow, Q
Basin
(acres)
Composite C
Concentration, Tc
(in/hr)
(cfs)
(min)
Sediment Basin #10 (10-yr Rational Runoff)
55.40
0.6000
5.0
7.78
258.61
Sediment Basin #10 (2-yr Rational Runoff)
55.40
0.6000
5.0
6.08
202.10
Sediment Basin #10 (25-yr Rational Runoff)
55.40
0.6000
5.0
8.57
284.87
Total 25 yr Flow to Sediment Basin (cfs)
284.87
REQUIRED SURFACE AREA
Basin Drainage Area Area Required Total Area Required
(acres) WAN (sf)
Aiment Basin #10 (25-yr Rational Runoff) 55.40 435 123,917.06
Total REQUIRED Sediment Basin Area (sf) F 123,917
REQUIRED VOLUME
Disturbed Area
Volume Total Volume
Basin Required Required
(acres) (ft/acre) (cubic feet)
Miment Basin #10 (25-yr Rational Runoff) 55.40 1 1,800 99,720.00
Total REQUIRED Sediment Basin Volume (cubic feet) F 99,720
PROVIDED VOLUME
Elevation
Area
Inc. Vol.
Acc Vol.
244.00
176119
0
0
246.00
186876
362942
362,942
248.00
197859
384683
747,625
250.00
209068
406876
1,154,500
Total PROVIDED Sediment Basin Volume (cubic feet)
Total PROVIDED Sediment Basin Area (square feet)
747,625
OKAY
OKAY
197,859
SKIMMER ORIFICE SIZE
5
Skimmer Size Inches
0.333
Head on Skimmer (feet)
5
Orifice Size 1/4 inch increments
2.99
Dewatering Time (days)* (REQUIRED VOLUME)
Dewatering Time should be 2-5 days
User Weir Elev. (Surface area is set at Riser Weir Elev)
1 OF 1

User Input Data
Calculated Value
Reference Data
)esigned By: CTH Date: 10/3/201E
checked By: Date:
company: CEC
project Name: ANSON PHASE 5
'roject No.: 165-276
Site Location (City/Town) Polkton, NC
Culvert Id. Sediment Basin #10 Outlet
Total Drainage Area (acres) 55.4
Step 1. Determine the taihi aier depth from channel characteristics below the
pipe outlet for the design capacity of the pipe If the tailwater depth is less
titan hatf the outlet pipe diameter. it is classified minimum tailwater condition -
If it is greater than half the pipe diameter, it is classified maximum condition -
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a rninirn` rn raiiwarer condmon unless reliable flood stage elevations
show otherwise
Outlet pipe diameter, Do (in.) 24
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 20.28 See Hydroflow 25-Year Calculation
Velocity (ft./s) (Q= vA)
Step 2. Based on the tailwater conditions determined m step 1- eater Figure
8.o62 or Figure 8.06b, and determine d90 riprap size and minimum apron length
(L.). The dam, sue is the median stone size in a well -graded nprap apron.
Step 3. Detetanne aptoa width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.)
0.5
Minimum apron length, Le (ft.)
15
Apron width at pipe outlet (ft.)
6 6
Apron shape
Apron width at outlet end (ft.)
17 2
Step 4. Determine the maximum stone dianieroi
d_=15x-I..
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step 5. Detetuune the apron thickness
Apron thickness = 1.5 x a_
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the nprap apron to the site by making it level for the nummum
Iength. L,. from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured Beep the
apron as straight as possible and align it with the flow of the receiving stream.
\fake any necessary alignment beads near she pipe outlet so that the entrance
=0 the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability
It may be necessary to increase the sit of nprap where protection of the
channel side slopes is necessary (Appendix 8.05) When mrrfalls exist at
pipe outlets or flows are excessive, a phinge pool should be considered. gee
page 8 06-8-

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
3 o
Outlet IW • Do + La
pipe i
diameter (ab)
La —�
ilwater - 0.500
l
0\10
60
.0
5#
Discharge (ft3/sec)
z is
0
Lt
a
1 V
1J 0
1000
Curves may not be extrapolated.
Figure 8.06a Dosign of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T.. < 0.5 diameter)
SEDIMENT BASIN #10 OUTLET PROTECTION
L
a".3

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
142.96
Time
interval
(min)
1
Time to
Peak
(min)
718
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #10
1
287,616
------
------
2
Reservoir
0.000
1
n/a
0
1
245.59
287,616
SEDIMENT BASIN #10
Sediment Basin #10.gpw
Return Period: 1 Year
Friday, 10 / 19 / 2018

Hydrograph Report
2
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E
Hyd. No. 1
SEDIMENT BASIN #10
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 55.400 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.01 in
Storm duration
= 24 hrs
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 ' '
0 2 4
Hyd No. 1
Friday, 10 / 19 / 2018
Peak discharge
= 142.96 cfs
Time to peak
= 11.97 hrs
Hyd. volume
= 287,616 cuft
Curve number
= 82
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
SEDIMENT BASIN #10
Hyd. No. 1 -- 1 Year
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
' ' ' 0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Friday, 10 / 19 / 2018
Hyd. No. 2
SEDIMENT BASIN #10
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= n/a
Time interval
= 1 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 1 - SEDIMENT BASIN #10
Max. Elevation
= 245.59 ft
Reservoir name
= SEDIMENT BASIN #10
Max. Storage
= 287,616 cuft
Storage Indication method used.
Q (cfs)
160.00
140.00
120.00
100.00
:1 11
ORION
40.00
20.00
Q (cfs)
160.00
140.00
120.00
100.00
:1 11
•1 11
40.00
20.00
0.00 1 k, 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 2 Hyd No. 1 Total storage used = 287,616 cuft

Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Friday, 10 / 19 / 2018
Pond No. 1 - SEDIMENT BASIN #10
Pond Data
Contours -User-defined contour areas. Conic method used for volume
calculation. Begining
Elevation = 244.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 244.00 176,119
0
0
2.00 246.00 186,876
362,906
362,906
4.00 248.00 197,859
384,644
747,550
6.00 250.00 209,068
406,835
1,154,385
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 24.00
0.00
0.00
0.00
Span (in)
= 24.00
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Invert El. (ft)
= 244.00
0.00
0.00
0.00
Length (ft)
= 171.00
0.00
0.00
0.00
Slope (%)
= 1.16
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
No
No
No
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' '
0.00 8.00
Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 12.56
20.00
0.00
0.00
Crest El. (ft)
= 248.00
249.00
0.00
0.00
Weir Coeff.
= 3.33
2.60
3.33
3.33
Weir Type
= 1
Broad
---
---
Multi-Stage
= Yes
No
No
No
Exfil.(in/hr) = 0.000 (by Contour)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
Elev (ft)
250.00
249.00
248.00
247.00
246.00
WZ'1.X1I11
'I I I I 1 ' 244.00
16.00 24.00 32.00 40.00 48.00 56.00 64.00 72.00 80.00 88.00
Discharge (cfs)

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
193.52
Time
interval
(min)
1
Time to
Peak
(min)
718
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #10
1
392,060
------
------
2
Reservoir
0.000
1
n/a
0
1
246.15
392,061
SEDIMENT BASIN #10
Sediment Basin #10.gpw
Return Period: 2 Year
Friday, 10 / 19 / 2018

Hydrograph Report
I
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E
Hyd. No. 1
SEDIMENT BASIN #10
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 55.400 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.63 in
Storm duration
= 24 hrs
Friday, 10 / 19 / 2018
Peak discharge
= 193.52 cfs
Time to peak
= 11.97 hrs
Hyd. volume
= 392,060 cuft
Curve number
= 82
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
SEDIMENT BASIN #10
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 1 Time (hrs)

Hydrograph
Report
7
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Friday, 10 / 19 / 2018
Hyd. No. 2
SEDIMENT BASIN
#10
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 2 yrs
Time to peak
= n/a
Time interval
= 1 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 1 - SEDIMENT BASIN #10
Max. Elevation
= 246.15 ft
Reservoir name
= SEDIMENT BASIN #10
Max. Storage
= 392,061 cuft
Storage Indication method used
Q (cfs)
210.00
180.00
150.00
120.00
0111I11111111
0.00 ' 1'
0 2 4
Hyd No. 2
SEDIMENT BASIN #10
Hyd. No. 2 -- 2 Year
6 8 10
Hyd No. 1
12 14 16 18 20 22
Total storage used = 392,061 cuft
Q (cfs)
210.00
180.00
150.00
120.00
[d0Z1I11
EW- 0.00
24
Time (hrs)

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
335.31
Time
interval
(min)
1
Time to
Peak
(min)
717
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #10
1
694,485
------
------
2
Reservoir
0.000
1
n/a
0
1
247.72
694,484
SEDIMENT BASIN #10
Sediment Basin #10.gpw
Return Period: 10 Year
Friday, 10 / 19 / 2018

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E
Hyd. No. 1
SEDIMENT BASIN #10
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 55.400 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.30 in
Storm duration
= 24 hrs
Q (cfs)
350.00
250.00
150.00
100.00
50.00
0.00 ' '
0.0 2.0 4.0
Hyd No. 1
6.0
Friday, 10 / 19 / 2018
Peak discharge
= 335.31 cfs
Time to peak
= 11.95 hrs
Hyd. volume
= 694,485 cuft
Curve number
= 82
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
SEDIMENT BASIN #10
Hyd. No. 1 -- 10 Year
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
' ' 0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Friday, 10 / 19 / 2018
Hyd. No. 2
SEDIMENT BASIN #10
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 10 yrs
Time to peak
= n/a
Time interval
= 1 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 1 - SEDIMENT BASIN #10
Max. Elevation
= 247.72 ft
Reservoir name
= SEDIMENT BASIN #10
Max. Storage
= 694,484 cuft
Storage Indication method used.
SEDIMENT BASIN #10

11
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
424.79
Time
interval
(min)
1
Time to
Peak
(min)
717
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #10
1
890,053
------
------
2
Reservoir
4.298
1
1229
142,489
1
248.22
791,547
SEDIMENT BASIN #10
Sediment Basin #10.gpw
Return Period: 25 Year
Friday, 10 / 19 / 2018

Hydrograph Report
12
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E
Hyd. No. 1
SEDIMENT BASIN #10
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 55.400 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.33 in
Storm duration
= 24 hrs
Friday, 10 / 19 / 2018
Peak discharge
= 424.79 cfs
Time to peak
= 11.95 hrs
Hyd. volume
= 890,053 cuft
Curve number
= 82
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
SEDIMENT BASIN #10
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
480.00 480.00
420.00 420.00
360.00 360.00
300.00 300.00
240.00 240.00
180.00 180.00
120.00 120.00
60.00 60.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 1 Time (hrs)

13
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Friday, 10 / 19 / 2018
Hyd. No. 2
SEDIMENT BASIN
#10
Hydrograph type
= Reservoir
Peak discharge
= 4.298 cfs
Storm frequency
= 25 yrs
Time to peak
= 20.48 hrs
Time interval
= 1 min
Hyd. volume
= 142,489 cuft
Inflow hyd. No.
= 1 - SEDIMENT BASIN #10
Max. Elevation
= 248.22 ft
Reservoir name
= SEDIMENT BASIN #10
Max. Storage
= 791,547 cuft
Storage Indication method used.
Q (cfs)
480.00
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0 00
SEDIMENT BASIN #10
Hyd. No. 2 -- 25 Year
0 4 8 12 16
Hyd No. 2 Hyd No. 1
20 24 28 32 36
Total storage used = 791,547 cuft
Q (cfs)
480.00
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0.00
40
Time (hrs)

14
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
572.67
Time
interval
(min)
1
Time to
Peak
(min)
717
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #10
1
1,221,142
------
------
2
Reservoir
17.10
1
836
473,573
1
248.55
858,852
SEDIMENT BASIN #10
Sediment Basin #10.gpw
Return Period: 100 Year
Friday, 10 / 19 / 2018

Hydrograph Report
15
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E
Hyd. No. 1
SEDIMENT BASIN #10
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 55.400 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.03 in
Storm duration
= 24 hrs
Friday, 10 / 19 / 2018
Peak discharge
= 572.67 cfs
Time to peak
= 11.95 hrs
Hyd. volume
= 1,221,142 cuft
Curve number
= 82
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
SEDIMENT BASIN #10
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
640.00 640.00
560.00 560.00
480.00 480.00
400.00 400.00
320.00 320.00
240.00 240.00
160.00 160.00
80.00 80.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 1 Time (hrs)

16
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Friday, 10 / 19 / 2018
Hyd. No. 2
SEDIMENT BASIN #10
Hydrograph type
= Reservoir
Peak discharge
= 17.10 cfs
Storm frequency
= 100 yrs
Time to peak
= 13.93 hrs
Time interval
= 1 min
Hyd. volume
= 473,573 cuft
Inflow hyd. No.
= 1 - SEDIMENT BASIN #10
Max. Elevation
= 248.55 ft
Reservoir name
= SEDIMENT BASIN #10
Max. Storage
= 858,852 cuft
Storage Indication method used.
SEDIMENT BASIN #10

IVIL & ENVIRONMENTAL CONSULTANTS, INC.
By:
CTH
roject Name: ANSON PHASE 5
Date:
S 31 2018
EC Project No.: 165-276
Checked By:
MRJ
escription: SEDIMENT BASIN 11
Date:
10/16/2018
ORTH CAROLINA STORMWATER DESIGN
Input
.61.1 SEDIMENT BASIN DESIGN (SEE DIAGRAM BELOW)
Calculation
Reference
GOVERNING REVIEW AGENCY
ANSON COUNTY
TOTAL DRAINAGE AREA
9.64 1
Do Not Use
Sediment Trap
Oka
Skimmer Basin
10kay
Sediment Basin
RAINFALL INTENSITIES (in/hr)
6.08
2-yr
Taken from Table 2-2 Rainfall Intensities - NOAA
�Polkton
7.78
10-yr
NC)
8.57
25-yr
RISER PIPE DIA. (in)
F 36.00
RATIONAL RUNOFF COEFFICIENT
Description of surface
C-value(Table
Area
(acres)
%of Area
8.036)
I mpervious Area
0.00
0.0000
0%
Wooded Area
0.00
0.0000
0%
Grassed Area (Lawns w/ slopes > 7%)
0.00
0.0000
0%
Disturbed area
0.60
9.6400
100%
Composite Runoff Coefficient
0.60
2yr./10-yr. RATIONAL RUNOFF
Area
Time of
Intensity, I
Flow, Q
Basin
(acres)
Composite C
Concentration, Tc
(in/hr)
(cfs)
(min)
Sediment Basin #11 (10-yr Rational Runoff)
9.64
0.6000
5.0
7.78
45.00
Sediment Basin #11 (2-yr Rational Runoff)
9.64
0.6000
5.0
6.08
35.17
Sediment Basin #11 (25-yr Rational Runoff)
9.64
0.6000
5.0
8.57
49.57
Total 25 yr Flow to Sediment Basin (cfs)
49.57
REQUIRED SURFACE AREA
Basin Drainage Area Area Required Total Area Required
(acres) WAN (sf)
Aiment Basin #11 (25-yr Rational Runoff) 9.64 435 21,562.46
Total REQUIRED Sediment Basin Area (sf) F 21,562
REQUIRED VOLUME
Disturbed Area
Volume Total Volume
Basin Required Required
(acres) (ft/acre) (cubic feet)
Miment Basin #11 (25-yr Rational Runoff) 9.64 1 1,800 17,352.00
Total REQUIRED Sediment Basin Volume (cubic feet) F 17,352
PROVIDED VOLUME
Elevation
Area
Inc. Vol.
Acc Vol.
244.00
17077
0
0
'
246.00
20785
37801
37,801
248.00
24781
45507
83,309
250.00
29065
53789
137,098
Total PROVIDED Sediment Basin Volume (cubic feet)
Total PROVIDED Sediment Basin Area (square feet)
83,309
OKAY
OKAY
24,781
SKIMMER ORIFICE SIZE
2.5
Skimmer Size Inches
0.208
Head on Skimmer (feet)
2.5
Orifice Size 1/4 inch increments
2.64
Dewatering Time (days)* (REQUIRED VOLUME)
Dewatering Time should be 2-5 days
User Weir Elev. (Surface area is set at Riser Weir Elev)
1 OF 1

User Input Data
Calculated Value
Reference Data
)esigned By: CTH Date: 10/3/201E
checked By: Date:
company: CEC
project Name: ANSON PHASE 5
'roject No.: 165-276
Site Location (City/Town) Polkton, NC
Culvert Id. Sediment Basin #11 Outlet
Total Drainage Area (acres) 9.64
Step 1. Determine the taihi aier depth from channel characteristics below the
pipe outlet for the design capacity of the pipe If the tailwater depth is less
titan hatf the outlet pipe diameter, it is classified minimum tailwater condition -
If it is greater than half the pipe diameter, it is classified maximum condition -
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a rninirn` rn raiiwarer condmon unless reliable flood stage elevations
show otherwise
Outlet pipe diameter, Do (in.) 24
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 5.93 See Hydroflow 25-Year Calculation
Velocity (ft./s) (Q= vA)
Step 2. Based on the tailwater conditions determined m step 1- eater Figure
8.o62 or Figure 8.06b, and determine d90 riprap size and minimum apron length
(L,). The dam, sue is the median stone size in a well -graded nprap apron.
Step 3. Detetanne aptoa width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.)
0.5
Minimum apron length, Le (ft.)
10
Apron width at pipe outlet (ft.)
6 6
Apron shape
Apron width at outlet end (ft.)
12 2
Step 4. Determine the maximum stone dianieroi
d_=15x-I..
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step 5. Detetuune the apron thickness
Apron thickness = 1.5 x a_
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the nprap apron to the site by making it level for the nummum
Iength. L,. from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured Beep the
apron as straight as possible and align it with the flow of the receiving stream.
\fake any necessary alignment beads near she pipe outlet so that the entrance
=0 the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability
It may be necessary to increase the sit of nprap where protection of the
channel side slopes is necessary (Appendix 8.05) When mrrfalls exist at
pipe outlets or flows are excessive, a phinge pool should be considered. gee
page 8 06-8-

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
3 o
Outlet IW • Do + La
pipe i
diameter (ab)
La —�
ilwater - 0.500
l
. ........ .
cow l�al`��
f
�tOw� Sat ,
5#
Discharge (ft3/sec)
is
z 0
Lt
a
1 V
1-j 0
i0D0
Curves may not be extrapolated.
Figure 8.06a Dosign of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T. < 0.5 diameter)
SEDIMENT BASIN #11 OUTLET PROTECTION
L
a".3

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
24.88
Time
interval
(min)
1
Time to
Peak
(min)
718
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #11
1
50,047
------
------
2
Reservoir
0.000
1
n/a
0
1
246.54
50,047
SEDIMENT BASIN #11
Sediment Basin #11.gpw
Return Period: 1 Year
Thursday, 10 / 4 / 2018

Hydrograph Report
2
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E
Hyd. No. 1
SEDIMENT BASIN #11
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 9.640 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.01 in
Storm duration
= 24 hrs
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
4.00
0.00 ' '
0 2 4
Hyd No. 1
6 8
Thursday, 10 / 4 / 2018
Peak discharge
= 24.88 cfs
Time to peak
= 11.97 hrs
Hyd. volume
= 50,047 cuft
Curve number
= 82
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
SEDIMENT BASIN #11
Hyd. No. 1 -- 1 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
J - ' ' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Thursday, 10 / 4 / 2018
Hyd. No. 2
SEDIMENT BASIN #11
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= n/a
Time interval
= 1 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 1 -SEDIMENT BASIN #11
Max. Elevation
= 246.54 ft
Reservoir name
= SEDIMENT BASIN #11
Max. Storage
= 50,047 cuft
Storage Indication method used.
SEDIMENT BASIN #11
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 2 Hyd No. 1 Total storage used = 50,047 cuft

Pond Report
4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018
Pond No. 1 - SEDIMENT BASIN #11
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 244.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
0.00 244.00 17,077 0 0
2.00 246.00 20,785 37,798 37,798
4.00 248.00 24,781 45,503 83,300
6.00 250.00 29,065 53,784 137,084
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 24.00
0.00
0.00
0.00
Span (in)
= 24.00
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Invert El. (ft)
= 244.00
0.00
0.00
0.00
Length (ft)
= 100.00
0.00
0.00
0.00
Slope (%)
= 2.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
No
No
No
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' '
0.00 9.00
Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 9.42
20.00
0.00
0.00
Crest El. (ft)
= 248.00
249.00
0.00
0.00
Weir Coeff.
= 3.33
2.60
3.33
3.33
Weir Type
= 1
Broad
---
---
Multi-Stage
= Yes
No
No
No
Exfil.(in/hr)
= 0.000 (by
Contour)
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
Elev (ft)
250.00
249.00
248.00
247.00
246.00
WZ'1.X1I11
244.00
18.00 27.00 36.00 45.00 54.00 63.00 72.00 81.00 90.00
Discharge (cfs)

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
33.67
Time
interval
(min)
1
Time to
Peak
(min)
718
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #11
1
68,221
------
------
2
Reservoir
0.000
1
n/a
0
1
247.34
68,221
SEDIMENT BASIN #11
Sediment Basin #11.gpw
Return Period: 2 Year
Thursday, 10 / 4 / 2018

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E
Hyd. No. 1
SEDIMENT BASIN #11
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 9.640 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.63 in
Storm duration
= 24 hrs
Thursday, 10 / 4 / 2018
Peak discharge
= 33.67 cfs
Time to peak
= 11.97 hrs
Hyd. volume
= 68,221 cuft
Curve number
= 82
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
SEDIMENT BASIN #11
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 1 Time (hrs)

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018
Hyd. No. 2
SEDIMENT BASIN #11
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 2 yrs
Time to peak
= n/a
Time interval
= 1 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 1 -SEDIMENT BASIN #11
Max. Elevation
= 247.34 ft
Reservoir name
= SEDIMENT BASIN #11
Max. Storage
= 68,221 cuft
Storage Indication method used.
Q (cfs)
35.00
30.00
25.00
15.00
10.00
0.00 ' '
0 2 4
Hyd No. 2
SEDIMENT BASIN #11
Hyd. No. 2 -- 2 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
11411111
0.00
6 8 10 12 14 16 18 20 22 24
Time (hrs)
Hyd No. 1 Total storage used = 68,221 cuft

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
58.35
Time
interval
(min)
1
Time to
Peak
(min)
717
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #11
1
120,845
------
------
2
Reservoir
1.661
1
854
37,543
1
248.12
86,484
SEDIMENT BASIN #11
Sediment Basin #11.gpw
Return Period: 10 Year
Thursday, 10 / 4 / 2018

Hydrograph
Report
9
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Thursday, 10 / 4 / 2018
Hyd. No. 1
SEDIMENT BASIN
#11
Hydrograph type
= SCS Runoff
Peak discharge
= 58.35 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.95 hrs
Time interval
= 1 min
Hyd. volume
= 120,845 cuft
Drainage area
= 9.640 ac
Curve number
= 82
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.30 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' '
0.0 2.0 4.0
Hyd No. 1
SEDIMENT BASIN #11
Hyd. No. 1 -- 10 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
T ' ' ' 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Thursday, 10 / 4 / 2018
Hyd. No. 2
SEDIMENT BASIN #11
Hydrograph type
= Reservoir
Peak discharge
= 1.661 cfs
Storm frequency
= 10 yrs
Time to peak
= 14.23 hrs
Time interval
= 1 min
Hyd. volume
= 37,543 cuft
Inflow hyd. No.
= 1 -SEDIMENT BASIN #11
Max. Elevation
= 248.12 ft
Reservoir name
= SEDIMENT BASIN #11
Max. Storage
= 86,484 cuft
Storage Indication method used.
SEDIMENT BASIN #11
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 JL 0.00
0 3 6 9 12 15 18 21 24 27
Time (hrs)
Hyd No. 2 Hyd No. 1 Total storage used = 86,484 cuft

11
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
73.92
Time
interval
(min)
1
Time to
Peak
(min)
717
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #11
1
154,876
------
------
2
Reservoir
5.927
1
749
71,573
1
248.32
91,951
SEDIMENT BASIN #11
Sediment Basin #11.gpw
Return Period: 25 Year
Thursday, 10 / 4 / 2018

Hydrograph Report
12
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E
Hyd. No. 1
SEDIMENT BASIN #11
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 9.640 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.33 in
Storm duration
= 24 hrs
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' '
0.0 2.0 4.0
Hyd No. 1
6.0
Thursday, 10 / 4 / 2018
Peak discharge
= 73.92 cfs
Time to peak
= 11.95 hrs
Hyd. volume
= 154,876 cuft
Curve number
= 82
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
SEDIMENT BASIN #11
Hyd. No. 1 -- 25 Year
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

13
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018
Hyd. No. 2
SEDIMENT BASIN #11
Hydrograph type
= Reservoir
Peak discharge
= 5.927 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.48 hrs
Time interval
= 1 min
Hyd. volume
= 71,573 cuft
Inflow hyd. No.
= 1 -SEDIMENT BASIN #11
Max. Elevation
= 248.32 ft
Reservoir name
= SEDIMENT BASIN #11
Max. Storage
= 91,951 cuft
Storage Indication method used.
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 2 Hyd No. 1 Total storage used = 91,951 cuft

14
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
Time
interval
(min)
1
Time to
Peak
(min)
717
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #11
1
99.65
212,488
------
------
2
Reservoir
28.99
1
725
129,185
1
249.04
111,097
SEDIMENT BASIN #11
Sediment Basin #11.gpw
Return Period: 100 Year
Thursday, 10 / 4 / 2018

Hydrograph Report
15
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 1
SEDIMENT BASIN #11
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 9.640 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 8.03 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
100.00
A1111I1l
40.00
20.00
0.00 ' '
0.0 2.0
Hyd No. 1
SEDIMENT BASIN #11
Hyd. No. 1 -- 100 Year
4.0 6.0 8.0
Thursday, 10 / 4 / 2018
= 99.65 cfs
= 11.95 hrs
= 212,488 cuft
= 82
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
100.00
40.00
20.00
—' ' ' 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

Hydrograph
Report
16
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2016 by Autodesk, Inc. v10.5
Thursday, 10 / 4 / 2018
Hyd. No. 2
SEDIMENT BASIN
#11
Hydrograph type
= Reservoir
Peak discharge
= 28.99 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.08 hrs
Time interval
= 1 min
Hyd. volume
= 129,185 cuft
Inflow hyd. No.
= 1 - SEDIMENT BASIN #11
Max. Elevation
= 249.04 ft
Reservoir name
= SEDIMENT BASIN #11
Max. Storage
= 111,097 cuft
Storage Indication method used
SEDIMENT BASIN #11
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 2 — Hyd No. 1 Total storage used = 111,097 cuft

IVIL & ENVIRONMENTAL CONSULTANTS, INC.
By:
CTH
roject Name: ANSON PHASE 5
Date:
S 31 2018
EC Project No.: 165-276
Checked By:
MRJ
escription: SEDIMENT BASIN 12
Date:
10/16/2018
ORTH CAROLINA STORMWATER DESIGN
Input
.61.1 SEDIMENT BASIN DESIGN (SEE DIAGRAM BELOW)
Calculation
Reference
GOVERNING REVIEW AGENCY
ANSON COUNTY
TOTAL DRAINAGE AREA
1 4.70 10kay
i Sediment Trap
Okay
Skimmer Basin
10kay
Sediment Basin
RAINFALL INTENSITIES (in/hr)
6.08
2-yr
Taken from Table 2-2 Rainfall Intensities - NOAA
�Polkton
7.78
10-yr
NC)
5.57
25-yr
RISER PIPE DIA. (in)
F 36.00
RATIONAL RUNOFF COEFFICIENT
Description of surface
C-value(Table
Area
(acres)
%of Area
8.036)
I mpervious Area
0.00
0.0000
0%
Wooded Area
0.00
0.0000
0%
Grassed Area (Lawns w/ slopes > 7%)
0.00
0.0000
0%
Disturbed area
0.60
4.7000
100%
Composite Runoff Coefficient
0.60
2yr./10-yr. RATIONAL RUNOFF
Area
Time of
Intensity, I
Flow, Q
Basin
(acres)
Composite C
Concentration, Tc
(in/hr)
(cfs)
(min)
Sediment Basin #12 (10-yr Rational Runoff)
4.70
0.6000
5.0
7.78
21.94
Sediment Basin #12 (2-yr Rational Runoff)
4.70
0.6000
5.0
6.08
17.15
Sediment Basin #12 (25-yr Rational Runoff)
4.70
0.6000
5.0
8.57
24.17
Total 25 yr Flow to Sediment Basin (cfs)
24.17
REQUIRED SURFACE AREA
Basin Drainage Area Area Required Total Area Required
(acres) WAN (sf)
Aiment Basin #12 (25-yr Rational Runoff) 4.70 435 10,512.82
Total REQUIRED Sediment Basin Area (sf) F 10,513
REQUIRED VOLUME
Disturbed Area
Volume Total Volume
Basin Required Required
(acres) (ft/acre) (cubic feet)
Miment Basin #12 (25-yr Rational Runoff) 4.70 1 1,800 8,460.00
Total REQUIRED Sediment Basin Volume (cubic feet) F 8,460
PROVIDED VOLUME
Elevation
Area
Inc. Vol.
Acc Vol.
284.00
6593
0
0
286.00
9359
15871
15,871
288.00
12351
21641
37,512
290.00
15523
27814
65,326
Total PROVIDED Sediment Basin Volume (cubic feet)
Total PROVIDED Sediment Basin Area (square feet)
37,512
OKAY
OKAY
12,351
SKIMMER ORIFICE SIZE
2
Skimmer Size Inches
0.167
Head on Skimmer (feet)
2
Orifice Size 1/4 inch increments
2.24
Dewatering Time (days)* (REQUIRED VOLUME)
Dewatering Time should be 2-5 days
User Weir Elev. (Surface area is set at Riser Weir Elev)
1 OF 1

User Input Data
Calculated Value
Reference Data
)esigned By: CTH Date: 10/3/201E
checked By: Date:
company: CEC
project Name: ANSON PHASE 5
'roject No.: 165-276
Site Location (City/Town) Polkton, NC
Culvert Id. Sediment Basin #12 Outlet
Total Drainage Area (acres) 4.71
Step 1. Determine the taihi aier depth from channel characteristics below the
pipe outlet for the design capacity of the pipe If the tailwater depth is less
titan hatf the outlet pipe diameter. it is classified minimum tailwater condition -
If it is greater than half the pipe diameter, it is classified maximum condition -
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a rninirn` rn raiiwarer condmon unless reliable flood stage elevations
show otherwise
Outlet pipe diameter, Do (in.) 24
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 4.96 See Hydroflow 25-Year Calculation
Velocity (ft./s) (Q= vA)
Step 2. Based on the tailwater conditions determined m step 1- eater Figure
8.o62 or Figure 8.06b, and determine d90 riprap size and minimum apron length
(L.). The dam, sue is the median stone size in a well -graded nprap apron.
Step 3. Detetanne aptoa width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.)
0.5
Minimum apron length, Le (ft.)
10
Apron width at pipe outlet (ft.)
6 6
Apron shape
Apron width at outlet end (ft.)
12 2
Step 4. Determine the maximum stone dianieroi
d_=15x-I..
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step 5. Detetuune the apron thickness
Apron thickness = 1.5 x a_
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the nprap apron to the site by making it level for the nummum
Iength. L,. from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured Beep the
apron as straight as possible and align it with the flow of the receiving stream.
\fake any necessary alignment beads near she pipe outlet so that the entrance
=0 the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability
It may be necessary to increase the sit of nprap where protection of the
channel side slopes is necessary (Appendix 8.05) When mrrfalls exist at
pipe outlets or flows are excessive, a phinge pool should be considered. gee
page 8 06-8-

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
3 o
Outlet IW • Do + La
pipe i
diameter (ab)
La —�
ilwater - 0.500
l
cow l�al`��
60;
o 1 l
51 100
Discharge (ft3/sec)
is
z 0
Lt
a
if
1 .o
1-j 0
10D0
Curves may not be extrapolated.
Figure 8.06a Dosign of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T. < 0.5 diameter)
SEDIMENT BASIN #12 OUTLET PROTECTION
L
a".3

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
12.13
Time
interval
(min)
1
Time to
Peak
(min)
718
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #12
1
24,401
------
------
2
Reservoir
0.000
1
n/a
0
1
286.79
24,401
SEDIMENT BASIN #12
Sediment Basin #12.9pw
Return Period: 1 Year
Thursday, 10 / 4 / 2018

Hydrograph Report
2
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E
Hyd. No. 1
SEDIMENT BASIN #12
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 4.700 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.01 in
Storm duration
= 24 hrs
Q (cfs)
14.00
12.00
10.00
.m
4.00
2.00
0.00 ' '
0 2 4
Hyd No. 1
6 8
Thursday, 10 / 4 / 2018
Peak discharge
= 12.13 cfs
Time to peak
= 11.97 hrs
Hyd. volume
= 24,401 cuft
Curve number
= 82
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
SEDIMENT BASIN #12
Hyd. No. 1 -- 1 Year
Q (cfs)
14.00
12.00
10.00
4.00
2.00
' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Thursday, 10 / 4 / 2018
Hyd. No. 2
SEDIMENT BASIN #12
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= n/a
Time interval
= 1 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 1 - SEDIMENT BASIN #12
Max. Elevation
= 286.79 ft
Reservoir name
= SEDIMENT BASIN #12
Max. Storage
= 24,401 cuft
Storage Indication method used.
SEDIMENT BASIN #12
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 2 Hyd No. 1 Total storage used = 24,401 cuft

Pond Report
4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018
Pond No. 1 - SEDIMENT BASIN #12
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 284.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
0.00 284.00 6,593 0 0
2.00 286.00 9,359 15,870 15,870
4.00 288.00 12,351 21,639 37,509
6.00 290.00 15,523 27,811 65,320
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 24.00
0.00
0.00
0.00
Span (in)
= 24.00
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Invert El. (ft)
= 284.00
0.00
0.00
0.00
Length (ft)
= 70.00
0.00
0.00
0.00
Slope (%)
= 8.50
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
No
No
No
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 I '
0.00 9.00
Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 9.42
20.00
0.00
0.00
Crest El. (ft)
= 288.00
289.00
0.00
0.00
Weir Coeff.
= 3.33
2.60
3.33
3.33
Weir Type
= 1
Broad
---
---
Multi-Stage
= Yes
No
No
No
Exfil.(in/hr)
= 0.000 (by
Contour)
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
Elev (ft)
290.00
289.00
288.00
W41-YA1I11
286.00
■8113-01I11
I 284.00
18.00 27.00 36.00 45.00 54.00 63.00 72.00 81.00 90.00
Discharge (cfs)

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
16.42
Time
interval
(min)
1
Time to
Peak
(min)
718
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #12
1
33,261
------
------
2
Reservoir
0.000
1
n/a
0
1
287.61
33,261
SEDIMENT BASIN #12
Sediment Basin #12.9pw
Return Period: 2 Year
Thursday, 10 / 4 / 2018

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E
Hyd. No. 1
SEDIMENT BASIN #12
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 4.700 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.63 in
Storm duration
= 24 hrs
Q (cfs)
18.00
15.00
12.00
• m
.M
3.00
0.00 ' '
0 2 4
Hyd No. 1
Thursday, 10 / 4 / 2018
Peak discharge
= 16.42 cfs
Time to peak
= 11.97 hrs
Hyd. volume
= 33,261 cuft
Curve number
= 82
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
SEDIMENT BASIN #12
Hyd. No. 1 -- 2 Year
6 8 10 12 14
Q (cfs)
18.00
15.00
12.00
3.00
' 0.00
16 18 20 22 24
Time (hrs)

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Thursday, 10 / 4 / 2018
Hyd. No. 2
SEDIMENT BASIN #12
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 2 yrs
Time to peak
= n/a
Time interval
= 1 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 1 - SEDIMENT BASIN #12
Max. Elevation
= 287.61 ft
Reservoir name
= SEDIMENT BASIN #12
Max. Storage
= 33,261 cuft
Storage Indication method used.
SEDIMENT BASIN #12
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Time (hrs)
Hyd No. 2 Hyd No. 1 Total storage used = 33,261 cuft

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
28.45
Time
interval
(min)
1
Time to
Peak
(min)
717
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
------
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #12
1
58,918
------
2
Reservoir
1.274
1
793
21,409
1
288.09
38,771
SEDIMENT BASIN #12
Sediment Basin #12.9pw
Return Period: 10 Year
Thursday, 10 / 4 / 2018

Hydrograph
Report
9
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Thursday, 10 / 4 / 2018
Hyd. No. 1
SEDIMENT BASIN
#12
Hydrograph type
= SCS Runoff
Peak discharge
= 28.45 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.95 hrs
Time interval
= 1 min
Hyd. volume
= 58,918 cuft
Drainage area
= 4.700 ac
Curve number
= 82
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.30 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
30.00
25.00
15.00
10.00
5.00
0.00 ' '
0.0 2.0 4.0
Hyd No. 1
SEDIMENT BASIN #12
Hyd. No. 1 -- 10 Year
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
T ' ' ' 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018
Hyd. No. 2
SEDIMENT BASIN #12
Hydrograph type
= Reservoir
Peak discharge
= 1.274 cfs
Storm frequency
= 10 yrs
Time to peak
= 13.22 hrs
Time interval
= 1 min
Hyd. volume
= 21,409 cuft
Inflow hyd. No.
= 1 - SEDIMENT BASIN #12
Max. Elevation
= 288.09 ft
Reservoir name
= SEDIMENT BASIN #12
Max. Storage
= 38,771 cuft
Storage Indication method used.
Q (cfs)
30.00
25.00
15.00
10.00
5.00
0.00 ' 1'
0 2 4
Hyd No. 2
SEDIMENT BASIN #12
Hyd. No. 2 -- 10 Year
6 8 10
Hyd No. 1
12
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
' 0.00
14 16 18 20 22 24 26
Time (hrs)
Total storage used = 38,771 cuft

11
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
36.04
Time
interval
(min)
1
Time to
Peak
(min)
717
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #12
1
75,510
------
------
2
Reservoir
4.963
1
729
38,000
1
288.28
41,459
SEDIMENT BASIN #12
Sediment Basin #12.9pw
Return Period: 25 Year
Thursday, 10 / 4 / 2018

Hydrograph Report
12
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 1
SEDIMENT BASIN #12
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 4.700 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 6.33 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
40.00
30.00
20.00
10.00
0.00 ' '
0.0 2.0
Hyd No. 1
SEDIMENT BASIN #12
Hyd. No. 1 -- 25 Year
4.0 6.0 8.0
Thursday, 10 / 4 / 2018
= 36.04 cfs
= 11.95 hrs
= 75,510 cuft
= 82
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
40.00
30.00
20.00
10.00
T ' ' 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

Hydrograph Report
13
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2016 by Autodesk, Inc. v10.5
Hyd. No. 2
SEDIMENT BASIN #12
Hydrograph type = Reservoir Peak discharge
Storm frequency = 25 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 1 -SEDIMENT BASIN #12 Max. Elevation
Reservoir name = SEDIMENT BASIN #12 Max. Storage
Storage Indication method used.
SEDIMENT BASIN #12
Thursday, 10 / 4 / 2018
= 4.963 cfs
= 12.15 hrs
= 38,000 cuft
= 288.28 ft
= 41,459 cuft
Q (Cfs) Hyd. No. 2 -- 25 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 2 — Hyd No. 1 Total storage used = 41,459 Cuft

14
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
48.58
Time
interval
(min)
1
Time to
Peak
(min)
717
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #12
1
103,599
------
------
2
Reservoir
24.53
1
723
66,089
1
288.88
49,690
SEDIMENT BASIN #12
Sediment Basin #12.9pw
Return Period: 100 Year
Thursday, 10 / 4 / 2018

Hydrograph Report
15
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 1
SEDIMENT BASIN #12
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 4.700 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 8.03 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 ' '
0.0 2.0
Hyd No. 1
SEDIMENT BASIN #12
Hyd. No. 1 -- 100 Year
4.0 6.0 8.0
Thursday, 10 / 4 / 2018
= 48.58 cfs
= 11.95 hrs
= 103,599 cuft
= 82
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
—' ' ' ' 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

Hydrograph Report
16
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 2
SEDIMENT BASIN #12
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 1 - SEDIMENT BASIN #12
Max. Elevation
Reservoir name
= SEDIMENT BASIN #12
Max. Storage
Storage Indication method used.
SEDIMENT BASIN #12
Thursday, 10 / 4 / 2018
= 24.53 cfs
= 12.05 hrs
= 66,089 cuft
= 288.88 ft
= 49,690 cuft
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 2 Hyd No. 1 Total storage used = 49,690 cuft

IVIL & ENVIRONMENTAL CONSULTANTS, INC.
By:
CTH
roject Name: ANSON PHASE 5
Date:
S 31 2018
EC Project No.: 165-276
Checked By:
NTB
escription: SEDIMENT BASIN 13
Date:
S 9 2018
ORTH CAROLINA STORMWATER DESIGN
Input
.61.1 SEDIMENT BASIN DESIGN (SEE DIAGRAM BELOW)
Calculation
Reference
GOVERNING REVIEW AGENCY
ANSON COUNTY
TOTAL DRAINAGE AREA
39.50
Do Not Use
Sediment Trap
Do Not Use
Skimmer Basin
10kay
Sediment Basin
RAINFALL INTENSITIES (in/hr)
2-yr
Taken from Table 2-2 Rainfall Intensities - NOAA
i]25-yr
10-yr
Polkton NC)
RISER PIPE DIA. (in)
F 48.00
RATIONAL RUNOFF COEFFICIENT
Description of surface
C-value(Table
Area
(acres)
%of Area
8.036)
I mpervious Area
0.00
0.0000
0%
Wooded Area
0.00
0.0000
0%
Grassed Area (Lawns w/ slopes > 7%)
0.00
0.0000
0%
Disturbed area
0.60
39.5000
100%
Composite Runoff Coefficient
0.60
2yr./10-yr. RATIONAL RUNOFF
Time of
Area
Intensity, I
Flow, Q
Basin
(acres)
Composite C
Concentration, Tc
(in/hr)
(cfs)
(min)
Sediment Basin #13 (10-yr Rational Runoff)
39.50
0.6000
5.0
7.78
184.39
Sediment Basin #13 (2-yr Rational Runoff)
39.50
0.6000
5.0
6.08
144.10
Sediment Basin #13 (25-yr Rational Runoff)
39.50
0.6000
5.0
8.57
203.11
Total 25 yr Flow to Sediment Basin (cfs)
203.11
REQUIRED SURFACE AREA
Basin Drainage Area Area Required Total Area Required
(acres) WAN (sf)
Aiment Basin #13 (25-yr Rational Runoff) 39.50 435 88,352.42
Total REQUIRED Sediment Basin Area (sf) F 88,352
REQUIRED VOLUME
Disturbed Area
Volume Total Volume
Basin Required Required
(acres) (ft/acre) (cubic feet)
Miment Basin #13 (25-yr Rational Runoff) 39.50 1 1,800 71,100.00
Total REQUIRED Sediment Basin Volume (cubic feet) F 71,100
PROVIDED VOLUME
Elevation
Area
Inc. Vol.
Acc Vol.
278.00
75679
0
0
280.00
87305
162846
162,846
282.00
101655
188778
351,624
284.00
117765
219223
570,846
284.25 Top of Dam
Total PROVIDED Sediment Basin Volume (cubic feet)
Total PROVIDED Sediment Basin Area (square feet)
351,624
OKAY
r OKAY
101,655
SKIMMER ORIFICE SIZE
4
Skimmer Size Inches
0.333
Head on Skimmer (feet)
4
Orifice Size 1/4 inch increments
3.33
Dewatering Time (days)* (REQUIRED VOLUME)
Dewatering Time should be 2-5 days
User Weir Elev. (Surface area is set at Riser Weir Elev)
1 OF 1

User Input Data
Calculated Value
Reference Data
)esigned By: CTH Date: 10/3/201E
checked By: Date:
company: CEC
project Name: ANSON PHASE 5
'roject No.: 165-276
Site Location (City/Town) Polkton, NC
Culvert Id. Sediment Basin #13 Outlet
Total Drainage Area (acres) 39.5
Step 1. Determine the taihi aier depth from channel characteristics below the
pipe outlet for the design capacity of the pipe If the tailwater depth is less
titan hatf the outlet pipe diameter. it is classified minimum tailwater condition -
If it is greater than half the pipe diameter, it is classified maximum condition -
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a rninirn` rn raiiwarer condmon unless reliable flood stage elevations
show otherwise
Outlet pipe diameter, Do (in.) 24
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 13.64 See Hydroflow 25-Year Calculation
Velocity (ft./s) (Q= vA)
Step 2. Based on the tailwater conditions determined m step 1- eater Figure
8.o62 or Figure 8.06b, and determine d90 riprap size and minimum apron length
(L.). The dam, sue is the median stone size in a well -graded nprap apron.
Step 3. Detetanne aptoa width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.)
0.5
Minimum apron length, Le (ft.)
10
Apron width at pipe outlet (ft.)
6 6
Apron shape
Apron width at outlet end (ft.)
12 2
Step 4. Determine the maximum stone dianieroi
d_=15x-I..
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step 5. Detetuune the apron thickness
Apron thickness = 1.5 x a_
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the nprap apron to the site by making it level for the nummum
Iength. L,. from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured Beep the
apron as straight as possible and align it with the flow of the receiving stream.
\fake any necessary alignment beads near she pipe outlet so that the entrance
=0 the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability
It may be necessary to increase the sit of nprap where protection of the
channel side slopes is necessary (Appendix 8.05) When mrrfalls exist at
pipe outlets or flows are excessive, a phinge pool should be considered. gee
page 8 06-8-

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
r
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SEDIMENT BASIN #13 OUTLET PROTECTION
Rev.1"3
a".3

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
Time
interval
(min)
1
Time to
Peak
(min)
718
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #13
1
101.93
205,069
------
------
2
Reservoir
0.000
1
n/a
0
1
280.45
205,069
SEDIMENT BASIN #13
Sediment Basin #13.9pw
Return Period: 1 Year
Wednesday, 10 / 17 / 2018

Hydrograph Report
2
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E
Hyd. No. 1
SEDIMENT BASIN #13
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 39.500 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.01 in
Storm duration
= 24 hrs
Q (cfs)
120.00
100.00
20.00
0.00 ' 1'
0 2 4
Hyd No. 1
6 8
Wednesday, 10 / 17 / 2018
Peak discharge
= 101.93 cfs
Time to peak
= 11.97 hrs
Hyd. volume
= 205,069 cuft
Curve number
= 82
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
SEDIMENT BASIN #13
Hyd. No. 1 -- 1 Year
Q (cfs)
120.00
100.00
40.00
20.00
1 - ' ' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Wednesday, 10 / 17 / 2018
Hyd. No. 2
SEDIMENT BASIN #13
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= n/a
Time interval
= 1 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 1 - SEDIMENT BASIN #13
Max. Elevation
= 280.45 ft
Reservoir name
= SEDIMENT BASIN #13
Max. Storage
= 205,069 cuft
Storage Indication method used.
SEDIMENT BASIN #13
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
JL0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 2 Hyd No. 1 Total storage used = 205,069 cuft

Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Wednesday, 10 / 17 / 2018
Pond No. 1 - SEDIMENT BASIN #13
Pond Data
Contours -User-defined contour areas. Conic method used for volume
calculation. Begining
Elevation = 278.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 278.00 75,679
0
0
2.00 280.00 87,305
162,829
162,829
4.00 282.00 101,655
188,759
351,589
6.00 284.00 117,765
219,201
570,789
6.25 284.25 118,566
29,538
600,328
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 24.00
0.00
0.00
0.00
Span (in)
= 24.00
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Invert El. (ft)
= 278.00
0.00
0.00
0.00
Length (ft)
= 100.00
0.00
0.00
0.00
Slope (%)
= 2.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
No
No
No
Stage (ft)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' '
0.0 20.0
Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 12.56
40.00
0.00
0.00
Crest El. (ft)
= 282.00
283.00
0.00
0.00
Weir Coeff.
= 3.33
2.60
3.33
3.33
Weir Type
= 1
Broad
---
---
Multi-Stage
= Yes
No
No
No
Exfil.(in/hr)
= 0.000 (by
Contour)
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
40.0 60.0 80.0 100.0 120.0 140.0 160.0
Elev (ft)
285.00
284.00
283.00
282.00
281.00
280.00
279.00
`- 278.00
180.0
Discharge (cfs)

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
137.98
Time
interval
(min)
1
Time to
Peak
(min)
718
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #13
1
279,538
------
------
2
Reservoir
0.000
1
n/a
0
1
281.24
279,538
SEDIMENT BASIN #13
Sediment Basin #13.9pw
Return Period: 2 Year
Wednesday, 10 / 17 / 2018

Hydrograph Report
I
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E
Hyd. No. 1
SEDIMENT BASIN #13
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 39.500 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.63 in
Storm duration
= 24 hrs
Wednesday, 10 / 17 / 2018
Peak discharge
= 137.98 cfs
Time to peak
= 11.97 hrs
Hyd. volume
= 279,538 cuft
Curve number
= 82
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
SEDIMENT BASIN #13
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 1 Time (hrs)

Hydrograph
Report
7
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Wednesday, 10 / 17 / 2018
Hyd. No. 2
SEDIMENT BASIN
#13
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 2 yrs
Time to peak
= n/a
Time interval
= 1 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 1 - SEDIMENT BASIN #13
Max. Elevation
= 281.24 ft
Reservoir name
= SEDIMENT BASIN #13
Max. Storage
= 279,538 cuft
Storage Indication method used
SEDIMENT BASIN #13
• 1 11 ----- ---- • 1 11
1 1 1 ----- ---- • 1 11
off -----_ muuu°iuuuu oil

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
Time
interval
(min)
1
Time to
Peak
(min)
717
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #13
1
239.07
495,165
------
------
2
Reservoir
4.961
1
940
143,571
1
282.24
377,416
SEDIMENT BASIN #13
Sediment Basin #13.9pw
Return Period: 10 Year
Wednesday, 10 / 17 / 2018

Hydrograph
Report
9
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Wednesday, 10 / 17 / 2018
Hyd. No. 1
SEDIMENT BASIN
#13
Hydrograph type
= SCS Runoff
Peak discharge
= 239.07 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.95 hrs
Time interval
= 1 min
Hyd. volume
= 495,165 cuft
Drainage area
= 39.500 ac
Curve number
= 82
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.30 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
240.00
'r11 CI
160.00
120.00
40.00
0.00 ' '
0.0 2.0 4.0
Hyd No. 1
SEDIMENT BASIN #13
Hyd. No. 1 -- 10 Year
Q (cfs)
240.00
200.00
160.00
120.00
40.00
T ' ' ' 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Wednesday, 10 / 17 / 2018
Hyd. No. 2
SEDIMENT BASIN #13
Hydrograph type
= Reservoir
Peak discharge
= 4.961 cfs
Storm frequency
= 10 yrs
Time to peak
= 15.67 hrs
Time interval
= 1 min
Hyd. volume
= 143,571 cuft
Inflow hyd. No.
= 1 - SEDIMENT BASIN #13
Max. Elevation
= 282.24 ft
Reservoir name
= SEDIMENT BASIN #13
Max. Storage
= 377,416 cuft
Storage Indication method used.
SEDIMENT BASIN #13
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
0.00 0.00
0 3 6 9 12 15 18 21 24 27 30 33
Time (hrs)
Hyd No. 2 Hyd No. 1 Total storage used = 377,416 cuft

11
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
302.88
Time
interval
(min)
1
Time to
Peak
(min)
717
Hyd.
volume
(cuft)
Inflow
hyd(s)
------
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #13
1
634,604
------
2
Reservoir
14.31
1
784
283,010
1
282.48
404,652
SEDIMENT BASIN #13
Sediment Basin #13.9pw
Return Period: 25 Year
Wednesday, 10 / 17 / 2018

Hydrograph Report
12
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E
Hyd. No. 1
SEDIMENT BASIN #13
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 39.500 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.33 in
Storm duration
= 24 hrs
Q (cfs)
320.00
r:lt II
240.00
r11 1O
160.00
120.00
40.00
0.00 ' '
0.0 2.0 4.0
Hyd No. 1
6.0
Wednesday, 10 / 17 / 2018
Peak discharge
= 302.88 cfs
Time to peak
= 11.95 hrs
Hyd. volume
= 634,604 cuft
Curve number
= 82
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
SEDIMENT BASIN #13
Hyd. No. 1 -- 25 Year
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
40.00
0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

13
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Wednesday, 10 / 17 / 2018
Hyd. No. 2
SEDIMENT BASIN
#13
Hydrograph type
= Reservoir
Peak discharge
= 14.31 cfs
Storm frequency
= 25 yrs
Time to peak
= 13.07 hrs
Time interval
= 1 min
Hyd. volume
= 283,010 cuft
Inflow hyd. No.
= 1 - SEDIMENT BASIN #13
Max. Elevation
= 282.48 ft
Reservoir name
= SEDIMENT BASIN #13
Max. Storage
= 404,652 cuft
Storage Indication method used.
Q (cfs)
SEDIMENT BASIN #13
Hyd. No. 2 -- 25 Year
Q (cfs)
0 3
Hyd No. 2
6 9 12
Hyd No. 1
15 18 21 24 27
Total storage used = 404,652 cuft
30
Time (hrs)

14
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
408.31
Time
interval
(min)
1
Time to
Peak
(min)
717
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #13
1
870,669
------
------
2
Reservoir
47.74
1
736
519,075
1
283.29
492,994
SEDIMENT BASIN #13
Sediment Basin #13.9pw
Return Period: 100 Year
Wednesday, 10 / 17 / 2018

Hydrograph Report
15
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E
Hyd. No. 1
SEDIMENT BASIN #13
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 39.500 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.03 in
Storm duration
= 24 hrs
Wednesday, 10 / 17 / 2018
Peak discharge
= 408.31 cfs
Time to peak
= 11.95 hrs
Hyd. volume
= 870,669 cuft
Curve number
= 82
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
SEDIMENT BASIN #13
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
420.00 420.00
360.00 360.00
300.00 300.00
240.00 240.00
180.00 180.00
120.00 120.00
60.00 60.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 1 Time (hrs)

16
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Wednesday, 10 / 17 / 2018
Hyd. No. 2
SEDIMENT BASIN
#13
Hydrograph type
= Reservoir
Peak discharge
= 47.74 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.27 hrs
Time interval
= 1 min
Hyd. volume
= 519,075 cuft
Inflow hyd. No.
= 1 - SEDIMENT BASIN #13
Max. Elevation
= 283.29 ft
Reservoir name
= SEDIMENT BASIN #13
Max. Storage
= 492,994 cuft
Storage Indication method used.
SEDIMENT BASIN #13
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
420.00 420.00
360.00 360.00
300.00 300.00
240.00 240.00
180.00 180.00
120.00 120.00
60.00 60.00
0.00 F 0.00
0 3 6 9 12 15 18 21 24 27 30
Time (hrs)
Hyd No. 2 Hyd No. 1 Total storage used = 492,994 cuft

IVIL & ENVIRONMENTAL CONSULTANTS, INC.
By:
CTH
roject Name: ANSON PHASE 5
Date:
S 31 2018
EC Project No.: 165-276
Checked By:
MRJ
escription: SEDIMENT BASIN 14
Date:
10/16/2018
ORTH CAROLINA STORMWATER DESIGN
Input
.61.1 SEDIMENT BASIN DESIGN (SEE DIAGRAM BELOW)
Calculation
Reference
GOVERNING REVIEW AGENCY
ANSON COUNTY
TOTAL DRAINAGE AREA
10.65
Do Not Use
Sediment Trap
Do Not Use
Skimmer Basin
10kay
Sediment Basin
RAINFALL INTENSITIES (in/hr)
6.08
2-yr
Taken from Table 2-2 Rainfall Intensities - NOAA
�Polkton
7.78
10-yr
NC)
8.57
25-yr
RISER PIPE DIA. (in)
F 36.00
RATIONAL RUNOFF COEFFICIENT
Description of surface
C-value(Table
Area
(acres)
%of Area
8.036)
I mpervious Area
0.00
0.0000
0%
Wooded Area
0.00
0.0000
0%
Grassed Area (Lawns w/ slopes > 7%)
0.00
0.0000
0%
Disturbed area
0.60
10.6500
100%
Composite Runoff Coefficient
0.60
2yr./10-yr. RATIONAL RUNOFF
Area
Time of
Intensity, I
Flow, Q
Basin
(acres)
Composite C
Concentration, Tc
(in/hr)
(cfs)
(min)
Sediment Basin #14 (10-yr Rational Runoff)
10.65
0.6000
5.0
7.78
49.71
Sediment Basin #14 (2-yr Rational Runoff)
10.65
0.6000
5.0
6.08
38.85
Sediment Basin #14 (25-yr Rational Runoff)
10.65
0.6000
5.0
8.57
54.76
Total 25 yr Flow to Sediment Basin (cfs)
54.76
REQUIRED SURFACE AREA
Basin Drainage Area Area Required Total Area Required
(acres) WAN (sf)
Aiment Basin #14 (25-yr Rational Runoff) 10.65 435 23,821.60
Total REQUIRED Sediment Basin Area (sf) F 23,822
REQUIRED VOLUME
Disturbed Area
Volume Total Volume
Basin Required Required
(acres) (ft/acre) (cubic feet)
Miment Basin #14 (25-yr Rational Runoff) 10.65 1 1,800 19,170.00
Total REQUIRED Sediment Basin Volume (cubic feet) F 19,170
PROVIDED VOLUME
Elevation
Area
Inc. Vol.
Acc Vol.
260.00
9027
0
0
262.00
20991
29189
29,189
264.00
34233
54687
83,876
266.00
46938
80838
164,713
Total PROVIDED Sediment Basin Volume (cubic feet)
Total PROVIDED Sediment Basin Area (square feet)
83,876
OKAY
OKAY
34,233
SKIMMER ORIFICE SIZE
2.5
Skimmer Size Inches
0.208
Head on Skimmer (feet)
2.5
Orifice Size 1/4 inch increments
2.91
Dewatering Time (days)* (REQUIRED VOLUME)
Dewatering Time should be 2-5 days
iottom of Basin
User Weir Elev. (Surface area is set at Riser Weir Elev)
-op of Dam
1 OF 1

User Input Data
Calculated Value
Reference Data
)esigned By: CTH Date: 10/3/201E
checked By: Date:
company: CEC
project Name: ANSON PHASE 5
'roject No.: 165-276
Site Location (City/Town) Polkton, NC
Culvert Id. Sediment Basin #14 Outlet
Total Drainage Area (acres) 10.65
Step 1. Determine the taihi aier depth from channel characteristics below the
pipe outlet for the design capacity of the pipe If the tailwater depth is less
titan hatf the outlet pipe diameter. it is classified minimum tailwater condition -
If it is greater than half the pipe diameter, it is classified maximum condition -
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a rninirn` rn raiiwarer condmon unless reliable flood stage elevations
show otherwise
Outlet pipe diameter, Do (in.) 24
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 7.15 See Hydroflow 25-Year Calculation
Velocity (ft./s) (Q= vA)
Step 2. Based on the tailwater conditions determined m step 1- eater Figure
8.o62 or Figure 8.06b, and determine d90 riprap size and minimum apron length
(L.). The dam, sue is the median stone size in a well -graded nprap apron.
Step 3. Detetanne aptoa width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.)
0.5
Minimum apron length, Le (ft.)
10
Apron width at pipe outlet (ft.)
6 6
Apron shape
Apron width at outlet end (ft.)
12 2
Step 4. Determine the maximum stone dianieroi
d_=15x-I..
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step 5. Detetuune the apron thickness
Apron thickness = 1.5 x a_
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the nprap apron to the site by making it level for the nummum
Iength. L,. from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured Beep the
apron as straight as possible and align it with the flow of the receiving stream.
\fake any necessary alignment beads near she pipe outlet so that the entrance
=0 the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability
It may be necessary to increase the sit of nprap where protection of the
channel side slopes is necessary (Appendix 8.05) When mrrfalls exist at
pipe outlets or flows are excessive, a phinge pool should be considered. gee
page 8 06-8-

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
1
1,
!
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r I fIl IN1 ���i����� I 1 IIIII rr-•.`�,�i�������la��tnnnuiiil�lllNid/u.l�l�k.a�i�ai
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�I�emi��������
ir we
INII II 1 �Ilrellr;" •C,II" ; liP
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all _ _ ltl lE _ i ll�=� �11!A�ti •:ilil
NI II Inli 1l rill 'Ak�1 111N'lll / . / I
NI 11 I I ! •�' IR I; /JP dIIR
nt if IIII � J��MIV��" � IIIrRIM�,ri�..lr' pIIR
�i{ • V� I IRKS: a 4l�l I �t N
61I II IMiI f ::::fR ,�� tl
iI ` I+i �• / �r llil' ;I'/=� 111 INIII:
; II �uii�
�ii'�.�•.���.rr�rru.rrrlr�l.rrr.rrm����� -
��w���111t•t•�<��Irrrrrr�����w 1
r 11 1 11 1y �I
Discharge (ft3/sec)
Curves may not be extrapolated,
Figure 8.06a Dosign of outlet protection protection from a round pipe flowing full, minimum tailwaler condit.on (T.. < 0,5 diameter)
SEDIMENT BASIN #14 OUTLET PROTECTION
L
a".3

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
27.48
Time
interval
(min)
1
Time to
Peak
(min)
718
Hyd.
volume
(cuft)
Inflow
hyd(s)
------
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #14
1
55,291
------
2
Reservoir
0.000
1
n/a
0
1
262.95
55,291
SEDIMENT BASIN #14
Sediment Basin #14.9pw
Return Period: 1 Year
Thursday, 10 / 4 / 2018

Hydrograph Report
2
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E
Hyd. No. 1
SEDIMENT BASIN #14
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 10.650 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.01 in
Storm duration
= 24 hrs
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
4.00
0.00 ' '
0 2 4
Hyd No. 1
6 8
Thursday, 10 / 4 / 2018
Peak discharge
= 27.48 cfs
Time to peak
= 11.97 hrs
Hyd. volume
= 55,291 cuft
Curve number
= 82
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
SEDIMENT BASIN #14
Hyd. No. 1 -- 1 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
1 - ' ' 'I I 10.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Thursday, 10 / 4 / 2018
Hyd. No. 2
SEDIMENT BASIN #14
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= n/a
Time interval
= 1 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 1 - SEDIMENT BASIN #14
Max. Elevation
= 262.95 ft
Reservoir name
= SEDIMENT BASIN #14
Max. Storage
= 55,291 cuft
Storage Indication method used.
SEDIMENT BASIN #14
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 2 Hyd No. 1 Total storage used = 55,291 cuft

Pond Report
4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018
Pond No. 1 - SEDIMENT BASIN #14
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 260.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
0.00 260.00 9,027 0 0
2.00 262.00 20,991 29,186 29,186
4.00 264.00 34,233 54,681 83,867
6.00 266.00 46,938 80,829 164,697
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 24.00
0.00
0.00
0.00
Span (in)
= 24.00
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Invert El. (ft)
= 260.00
0.00
0.00
0.00
Length (ft)
= 81.00
0.00
0.00
0.00
Slope (%)
= 2.50
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
No
No
No
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' '
0.00 9.00
Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 9.42
20.00
0.00
0.00
Crest El. (ft)
= 264.00
265.00
0.00
0.00
Weir Coeff.
= 3.33
2.60
3.33
3.33
Weir Type
= 1
Broad
---
---
Multi-Stage
= Yes
No
No
No
Exfil.(in/hr)
= 0.000 (by
Contour)
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
Elev (ft)
266.00
265.00
264.00
262.00
f818-1911I11
260.00
18.00 27.00 36.00 45.00 54.00 63.00 72.00 81.00 90.00
Discharge (cfs)

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
37.20
Time
interval
(min)
1
Time to
Peak
(min)
718
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #14
1
75,369
------
------
2
Reservoir
0.000
1
n/a
0
1
263.69
75,369
SEDIMENT BASIN #14
Sediment Basin #14.9pw
Return Period: 2 Year
Thursday, 10 / 4 / 2018

Hydrograph Report
I
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2016 by Autodesk, Inc. v10.E
Hyd. No. 1
SEDIMENT BASIN #14
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 10.650 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.63 in
Storm duration
= 24 hrs
Q (Cfs)
40.00
30.00
20.00
10.00
0.00 ' 1'
0 2 4
— Hyd No. 1
Thursday, 10 / 4 / 2018
Peak discharge
= 3 7.2 0 cfs
Time to peak
= 11.97 hrs
Hyd. volume
= 75,369 cuft
Curve number
= 82
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
SEDIMENT BASIN #14
Hyd. No. 1 -- 2 Year
6 8 10 12 14 16 18 20 22
Q (cfs)
40.00
30.00
20.00
10.00
0.00
24
Time (hrs)

Hydrograph Report
I
U
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2016 by Autodesk, Inc. v10.5
Hyd. No. 2
SEDIMENT BASIN #14
Hydrograph type = Reservoir Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 1 - SEDIMENT BASIN #14 Max. Elevation
Reservoir name = SEDIMENT BASIN #14 Max. Storage
Storage Indication method used.
SEDIMENT BASIN #14
Thursday, 10 / 4 / 2018
= 0.000 cfs
= n/a
= 0 Cuft
= 263.69 ft
= 75,369 cuft
Q (Cfs) Hyd. No. 2 -- 2 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Time (hrs)
— Hyd No. 2 Hyd No. 1 Total storage used = 75,369 Cuft

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
64.46
Time
interval
(min)
1
Time to
Peak
(min)
717
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #14
1
133,507
------
------
2
Reservoir
2.220
1
825
49,636
1
264.16
90,263
SEDIMENT BASIN #14
Sediment Basin #14.9pw
Return Period: 10 Year
Thursday, 10 / 4 / 2018

Hydrograph Report
I
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E
Hyd. No. 1
SEDIMENT BASIN #14
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 10.650 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.30 in
Storm duration
= 24 hrs
Q (cfs)
70.00
50.00
40.00
30.00
20.00
0.00 ' '
0.0 2.0 4.0
Hyd No. 1
6.0
Thursday, 10 / 4 / 2018
Peak discharge
= 64.46 cfs
Time to peak
= 11.95 hrs
Hyd. volume
= 133,507 cuft
Curve number
= 82
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
SEDIMENT BASIN #14
Hyd. No. 1 -- 10 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
1011111
' ' 0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

10
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Thursday, 10 / 4 / 2018
Hyd. No. 2
SEDIMENT BASIN
#14
Hydrograph type
= Reservoir
Peak discharge
= 2.220 cfs
Storm frequency
= 10 yrs
Time to peak
= 13.75 hrs
Time interval
= 1 min
Hyd. volume
= 49,636 cuft
Inflow hyd. No.
= 1 - SEDIMENT BASIN #14
Max. Elevation
= 264.16 ft
Reservoir name
= SEDIMENT BASIN #14
Max. Storage
= 90,263 cuft
Storage Indication method used.
SEDIMENT BASIN #14
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 3 6 9 12 15 18 21 24 27
Time (hrs)
Hyd No. 2 Hyd No. 1 Total storage used = 90,263 cuft

11
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
81.66
Time
interval
(min)
1
Time to
Peak
(min)
717
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #14
1
171,102
------
------
2
Reservoir
7.157
1
747
87,232
1
264.37
98,805
SEDIMENT BASIN #14
Sediment Basin #14.9pw
Return Period: 25 Year
Thursday, 10 / 4 / 2018

Hydrograph Report
12
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E
Hyd. No. 1
SEDIMENT BASIN #14
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 10.650 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.33 in
Storm duration
= 24 hrs
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0.0 2.0 4.0
Hyd No. 1
Thursday, 10 / 4 / 2018
Peak discharge
= 81.66 cfs
Time to peak
= 11.95 hrs
Hyd. volume
= 171,102 cuft
Curve number
= 82
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
SEDIMENT BASIN #14
Hyd. No. 1 -- 25 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

13
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018
Hyd. No. 2
SEDIMENT BASIN #14
Hydrograph type
= Reservoir
Peak discharge
= 7.157 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.45 hrs
Time interval
= 1 min
Hyd. volume
= 87,232 cuft
Inflow hyd. No.
= 1 - SEDIMENT BASIN #14
Max. Elevation
= 264.37 ft
Reservoir name
= SEDIMENT BASIN #14
Max. Storage
= 98,805 cuft
Storage Indication method used.
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 3
Hyd No. 2
SEDIMENT BASIN #14
Hyd. No. 2 -- 25 Year
6 9 12 15 18 21 24
Hyd No. 1 Total storage used = 98,805 cuft
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
27
Time (hrs)

14
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
110.09
Time
interval
(min)
1
Time to
Peak
(min)
717
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #14
1
234,750
------
------
2
Reservoir
27.41
1
725
150,880
1
264.98
123,530
SEDIMENT BASIN #14
Sediment Basin #14.9pw
Return Period: 100 Year
Thursday, 10 / 4 / 2018

Hydrograph Report
15
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 1
SEDIMENT BASIN #14
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 10.650 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 8.03 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
120.00
100.00
20.00
0.00 ' '
0.0 2.0 4.0
Hyd No. 1
SEDIMENT BASIN #14
Hyd. No. 1 -- 100 Year
.1 1
Thursday, 10 / 4 / 2018
= 110.09 cfs
= 11.95 hrs
= 234,750 cuft
= 82
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
120.00
100.00
40.00
20.00
0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

16
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Thursday, 10 / 4 / 2018
Hyd. No. 2
SEDIMENT BASIN #14
Hydrograph type
= Reservoir
Peak discharge
= 27.41 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.08 hrs
Time interval
= 1 min
Hyd. volume
= 150,880 cuft
Inflow hyd. No.
= 1 - SEDIMENT BASIN #14
Max. Elevation
= 264.98 ft
Reservoir name
= SEDIMENT BASIN #14
Max. Storage
= 123,530 cuft
Storage Indication method used.
SEDIMENT BASIN #14
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 2 Hyd No. 1 Total storage used = 123,530 cuft

CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
By:
CTH
Project Name: ANSON PHASE 5
Date:
S 31 2018
CEC Project No.: 165-276
Checked By:
MRl
Description: SEDIMENT BASIN 15
Date:
10/16/2018
NORTH CAROLINA STORMWATER DESIGN
In ut
6.61.1 SEDIMENT BASIN DESIGN (SEE DIAGRAM BELOW)
Calculation
Reference
GOVERNING REVIEW AGENCY
ANSON COUNTY
TOTAL DRAINAGE AREA
73.25
Do Not Use
Sediment Trap
Do Not Use
Skimmer Basin
10kay
Sediment Basin
RAINFALL INTENSITIES (in/hr)
6.08
2-yr
Taken from Table 2-2 Rainfall Intensities - NOAA
�Polkton
7.78
10-yr
NC)
8.57
25-yr
RISER PIPE DIA. (in)
F 36.00
RATIONAL RUNOFF COEFFICIENT
Description of surface
C-value(Table
Area
(acres)
%of Area
8.036)
I mpervious Area
0.00
0.0000
0%
Wooded Area
0.00
0.0000
0%
Grassed Area (Lawns w/ slopes > 7%)
0.00
0.0000
0%
Disturbed area
0.60
73.2500
100%
Composite Runoff Coefficient
0.60
2yr./10-yr. RATIONAL RUNOFF
Time of
Area
Intensity, I
Flow, Q
Basin
(acres)
Composite C
Concentration, Tc
(in/hr)
(cfs)
(min)
Sediment Basin #15 (10-yr Rational Runoff)
73.25
0.6000
5.0
7.78
341.93
Sediment Basin #15 (2-yr Rational Runoff)
73.25
0.6000
5.0
6.08
267.22
Sediment Basin #15 (25-yr Rational Runoff)
73.25
0.6000
5.0
8.57
376.65
Total 25 yr Flow to Sediment Basin (cfs)
376.65
REQUIRED SURFACE AREA
Basin Drainage Area Area Required Total Area Required
(acres) WAN (sf)
Sediment Basin #15 (25-yr Rational Runoff) 73.2S 435 163,843.40
Total REQUIRED Sediment Basin Area (sf) 7 163,843
REQUIRED VOLUME
Disturbed Area
Volume Total Volume
Basin Required Required
(acres) (ft/acre) (cubic feet)
Sediment Basin #15 (25-yr Rational Runoff) 73.25 1 1,800 131,850.00
Total REQUIRED Sediment Basin Volume (cubic feet) F 131,850
PROVIDED VOLUME
Elevation
Area
Inc. Vol.
Acc Vol.
286.00
94364
0
0
288.00
111883
205999
205,999
290.00
129631
241296
447,295
292.00
150295
279671
726,966
294.00
168482
318604
1,045,570
296.00
186895
355218
1,400,788
Total PROVIDED Sediment Basin Volume (cubic feet)
Total PROVIDED Sediment Basin Area (square feet)
1,045,570
OKAY
r OKAY
r768,482
SKIMMER ORIFICE SIZE
5
Skimmer Size Inches
0.333
Head on Skimmer (feet)
5
Orifice Size 1/4 inch increments
3.96
Dewatering Time (days)* (REQUIRED VOLUME)
Dewatering Time should be 2-5 days
iottom of Basin
User Weir Elev. (Surface area is set at Riser Weir Elev)
'op of Dam
1 OF 1

User Input Data
Calculated Value
Reference Data
)esigned By: CTH Date: 10/3/201E
checked By: Date:
company: CEC
project Name: ANSON PHASE 5
'roject No.: 165-276
Site Location (City/Town) Polkton, NC
Culvert Id. Sediment Basin #15 Outlet
Total Drainage Area (acres) 73.25
Step 1. Determine the taihi aier depth from channel characteristics below the
pipe outlet for the design capacity of the pipe If the tailwater depth is less
titan hatf the outlet pipe diameter. it is classified minimum tailwater condition -
If it is greater than half the pipe diameter, it is classified maximum condition -
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a rninirn` rn raiiwarer condmon unless reliable flood stage elevations
show otherwise
Outlet pipe diameter, Do (in.) 24
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 4.98 See Hydroflow 25-Year Calculation
Velocity (ft./s) (Q= vA)
Step 2. Based on the tailwater conditions determined m step 1- eater Figure
8.o62 or Figure 8.06b, and determine d90 riprap size and minimum apron length
(L.). The dam, sue is the median stone size in a well -graded nprap apron.
Step 3. Detetanne aptoa width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.)
0.5
Minimum apron length, Le (ft.)
10
Apron width at pipe outlet (ft.)
6 6
Apron shape
Apron width at outlet end (ft.)
12 2
Step 4. Determine the maximum stone dianieroi
d_=15x-I..
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step 5. Detetuune the apron thickness
Apron thickness = 1.5 x a_
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the nprap apron to the site by making it level for the nummum
Iength. L,. from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured Beep the
apron as straight as possible and align it with the flow of the receiving stream.
\fake any necessary alignment beads near she pipe outlet so that the entrance
=0 the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability
It may be necessary to increase the sit of nprap where protection of the
channel side slopes is necessary (Appendix 8.05) When mrrfalls exist at
pipe outlets or flows are excessive, a phinge pool should be considered. gee
page 8 06-8-

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
r
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,
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Mill
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Discharge (Olsec)
Curves may not be extrapolated.
Figure 8.06a Dosign of outlet protection protection from a round pipe flowing full, minimum tailwater oonditron (T. < 0.5 diameter)
SEDIMENT BASIN #15 OUTLET PROTECTION
L
a".3

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
Time
interval
(min)
1
Time to
Peak
(min)
718
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #15
1
189.03
380,287
------
------
2
Reservoir
0.000
1
n/a
0
1
289.45
380,287
SEDIMENT BASIN #15
Sediment Basin #15.9pw
Return Period: 1 Year
Thursday, 10 / 4 / 2018

Hydrograph Report
2
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E
Hyd. No. 1
SEDIMENT BASIN #15
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 73.250 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.01 in
Storm duration
= 24 hrs
Q (cfs)
210.00
180.00
150.00
120.00
01111111
0.00 ' 1'
0 2 4
Hyd No. 1
6 8
Thursday, 10 / 4 / 2018
Peak discharge
= 189.03 cfs
Time to peak
= 11.97 hrs
Hyd. volume
= 380,287 cuft
Curve number
= 82
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
SEDIMENT BASIN #15
Hyd. No. 1 -- 1 Year
Q (cfs)
210.00
180.00
150.00
120.00
[d1Z1111
J - ' ' I 10.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Thursday, 10 / 4 / 2018
Hyd. No. 2
SEDIMENT BASIN #15
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= n/a
Time interval
= 1 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 1 - SEDIMENT BASIN #15
Max. Elevation
= 289.45 ft
Reservoir name
= SEDIMENT BASIN #15
Max. Storage
= 380,287 cuft
Storage Indication method used.
SEDIMENT BASIN #15

Pond Report 4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018
Pond No. 1 - SEDIMENT BASIN #15
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 286.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cuft)
0.00
286.00
94,364
0
0
2.00
288.00
111,883
205,978
205,978
4.00
290.00
129,631
241,272
447,250
6.00
292.00
150,295
279,644
726,894
8.00
294.00
168,482
318,572
1,045,466
10.00
296.00
186,895
355,182
1,400,648
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 24.00
0.00
0.00
0.00
Crest Len (ft)
= 9.42 20.00
0.00
0.00
Span (in)
= 24.00
0.00
0.00
0.00
Crest El. (ft)
= 294.00 295.00
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff.
= 3.33 2.60
3.33
3.33
Invert El. (ft)
= 288.00
0.00
0.00
0.00
Weir Type
= 1 Broad
---
---
Length (ft)
= 75.00
0.00
0.00
0.00
Multi -Stage
= Yes No
No
No
Slope (%)
= 2.60
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi -Stage
= n/a
No
No
No TW Elev. (ft) = 0.00
Stage (ft)
10.00
8.00
6.00
4.00
2.00
0.00
0.00 9.00
Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
18.00 27.00 36.00 45.00 54.00 63.00 72.00 81.00
Elev (ft)
296.00
294.00
292.00
290.00
288.00
286.00
90.00 99.00
Discharge (cfs)

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
255.87
Time
interval
(min)
1
Time to
Peak
(min)
718
Hyd.
volume
(cuft)
Inflow
hyd(s)
------
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #15
1
518,383
------
2
Reservoir
0.000
1
n/a
0
1
290.51
518,383
SEDIMENT BASIN #15
Sediment Basin #15.9pw
Return Period: 2 Year
Thursday, 10 / 4 / 2018

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E
Hyd. No. 1
SEDIMENT BASIN #15
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 73.250 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.63 in
Storm duration
= 24 hrs
Thursday, 10 / 4 / 2018
Peak discharge
= 255.87 cfs
Time to peak
= 11.97 hrs
Hyd. volume
= 518,383 cuft
Curve number
= 82
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
SEDIMENT BASIN #15
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 1 Time (hrs)

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Thursday, 10 / 4 / 2018
Hyd. No. 2
SEDIMENT BASIN #15
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 2 yrs
Time to peak
= n/a
Time interval
= 1 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 1 - SEDIMENT BASIN #15
Max. Elevation
= 290.51 ft
Reservoir name
= SEDIMENT BASIN #15
Max. Storage
= 518,383 cuft
Storage Indication method used.
SEDIMENT BASIN #15

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
443.34
Time
interval
(min)
1
Time to
Peak
(min)
717
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #15
1
918,250
------
------
2
Reservoir
0.000
1
n/a
0
1
293.20
918,249
SEDIMENT BASIN #15
Sediment Basin #15.9pw
Return Period: 10 Year
Thursday, 10 / 4 / 2018

Hydrograph Report
I
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E
Hyd. No. 1
SEDIMENT BASIN #15
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 73.250 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.30 in
Storm duration
= 24 hrs
Q (cfs)
480.00
420.00
0111111TOR
240.00
180.00
120.00
0.00 ' '
0.0 2.0 4.0
Hyd No. 1
6.0
Thursday, 10 / 4 / 2018
Peak discharge
= 443.34 cfs
Time to peak
= 11.95 hrs
Hyd. volume
= 918,250 cuft
Curve number
= 82
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
SEDIMENT BASIN #15
Hyd. No. 1 -- 10 Year
Q (cfs)
480.00
420.00
360.00
300.00
240.00
180.00
120.00
.e fl
' ' 0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018
Hyd. No. 2
SEDIMENT BASIN #15
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 10 yrs
Time to peak
= n/a
Time interval
= 1 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 1 - SEDIMENT BASIN #15
Max. Elevation
= 293.20 ft
Reservoir name
= SEDIMENT BASIN #15
Max. Storage
= 918,249 cuft
Storage Indication method used.
Q (cfs)
480.00
420.00
240.00
180.00
120.00
SEDIMENT BASIN #15
Hyd. No. 2 -- 10 Year
Q (cfs)
480.00
420.00
360.00
300.00
240.00
180.00
120.00
.1 01
0.00 ' 1 1 1 1"" 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
Hyd No. 2 Hyd No. 1 Total storage used = 918,249 cuft

11
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
561.66
Time
interval
(min)
1
Time to
Peak
(min)
717
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #15
1
1,176,830
------
------
2
Reservoir
4.986
1
1424
131,312
1
294.28
1,096,074
SEDIMENT BASIN #15
Sediment Basin #15.9pw
Return Period: 25 Year
Thursday, 10 / 4 / 2018

Hydrograph Report
12
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E
Hyd. No. 1
SEDIMENT BASIN #15
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 73.250 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.33 in
Storm duration
= 24 hrs
Q (cfs)
640.00
560.00
480.00
400.00
320.00
240.00
160.00
0.00 ' '
0.0 2.0 4.0
Hyd No. 1
6.0
Thursday, 10 / 4 / 2018
Peak discharge
= 561.66 cfs
Time to peak
= 11.95 hrs
Hyd. volume
= 1,176,830 cuft
Curve number
= 82
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
SEDIMENT BASIN #15
Hyd. No. 1 -- 25 Year
Q (cfs)
640.00
560.00
480.00
400.00
320.00
240.00
160.00
' ' 0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

13
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Thursday, 10 / 4 / 2018
Hyd. No. 2
SEDIMENT BASIN
#15
Hydrograph type
= Reservoir
Peak discharge
= 4.986 cfs
Storm frequency
= 25 yrs
Time to peak
= 23.73 hrs
Time interval
= 1 min
Hyd. volume
= 131,312 cuft
Inflow hyd. No.
= 1 - SEDIMENT BASIN #15
Max. Elevation
= 294.28 ft
Reservoir name
= SEDIMENT BASIN #15
Max. Storage
= 1,096,074 cuft
Storage Indication method used.
SEDIMENT BASIN #15
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
640.00 640.00
560.00 560.00
480.00 480.00
400.00 400.00
320.00 320.00
240.00 240.00
160.00 160.00
80.00 80.00
0.00 0.00
0 4 8 12 16 20 24 28 32 36 40
Time (hrs)
Hyd No. 2 Hyd No. 1 Total storage used = 1,096,074 cult

14
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
757.18
Time
interval
(min)
1
Time to
Peak
(min)
717
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
SEDIMENT BASIN #15
1
1,614,596
------
------
2
Reservoir
19.36
1
871
569,064
1
294.72
1,173,582
SEDIMENT BASIN #15
Sediment Basin #15.9pw
Return Period: 100 Year
Thursday, 10 / 4 / 2018

Hydrograph Report
15
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E
Hyd. No. 1
SEDIMENT BASIN #15
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 73.250 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.03 in
Storm duration
= 24 hrs
Q (cfs)
763.00
654.00
545.00
436.00
327.00
218.00
109.00
0.00 ' '
0.0 2.0 4.0
Hyd No. 1
6.0
Thursday, 10 / 4 / 2018
Peak discharge
= 757.18 cfs
Time to peak
= 11.95 hrs
Hyd. volume
= 1,614,596 cuft
Curve number
= 82
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
SEDIMENT BASIN #15
Hyd. No. 1 -- 100 Year
Q (cfs)
763.00
654.00
545.00
436.00
327.00
218.00
0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

16
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Thursday, 10 / 4 / 2018
Hyd. No. 2
SEDIMENT BASIN #15
Hydrograph type
= Reservoir
Peak discharge
= 19.36 cfs
Storm frequency
= 100 yrs
Time to peak
= 14.52 hrs
Time interval
= 1 min
Hyd. volume
= 569,064 cuft
Inflow hyd. No.
= 1 - SEDIMENT BASIN #15
Max. Elevation
= 294.72 ft
Reservoir name
= SEDIMENT BASIN #15
Max. Storage
= 1,173,582 cuft
Storage Indication method used.
SEDIMENT BASIN #15
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
763.00 763.00
654.00 654.00
545.00 545.00
436.00 436.00
327.00 327.00
218.00 218.00
109.00 109.00
0.00 0.00
0 4 8 12 16 20 24 28 32 36
Time (hrs)
Hyd No. 2 Hyd No. 1 Total storage used = 1,173,582 cult

CULVERTS

Civil & Environmental Consultants, Inc.
Project Name: Anson Phase 5
CEC Project No.: 165-276
Description: 25-Year Stormwater Culvert Calculations
By: CTH
Date: 9/2018
Checked By: MRJ
Date: 10/2018
Rational•
Time of
Culvert
Area
Composite C
Concentration, Tc
Intensity, I
Flow, Q
(acres)
(in/hr)
(cfs)
(min)
Culvert #1
29.57
0.60
5.0
8.57
152.05
2 48" RCP
Total Flow (cfs) F 152.05
Drainage Area = Perimeter Ditch #1 & Perimeter Ditch #2
Culvert #2 30.93 0.60 5.0 8.57 159.04 Drainage Area = Perimeter Ditch #3 & Perimeter Ditch #4
2 36" RCP
Total Flow (cfs) F 159.04
Drainage Area = Perimeter Ditch #5 & Perimeter Ditch #6
Culvert #4 33.29 0.60 5.0 8.57 171.18 1 Drainage Area = Perimeter Ditch #7 & Perimeter Ditch #E
2 36" RCP
Total Flow (cfs) F 171.18
Culvert #5 1.50 0.60 5.0 8.57 7.71 Drainage Area = Perimeter Ditch #9 & Perimeter Ditch #11
1 18" RCP
Total Flow (cfs) 7.71
Culvert #6 3.49 0.60 5.0 8.57 17.95 Drainage Area = Perimeter Ditch #12 & Perimeter Ditch #13 +1.65 acre<
1 18" RCP
Total Flow (cfs) 17.95
Culvert #7 32.44 0.60 5.0 8.57 166.81 1 Drainage Area = Perimeter Ditch #14
2 48" RCP
Total Flow (cfs) F 166.81

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc
CULVERT #1
Invert Elev Dn (ft)
= 292.00
Pipe Length (ft)
= 126.00
Slope (%)
= 12.70
Invert Elev Up (ft)
= 308.00
Rise (in)
= 48.0
Shape
= Circular
Span (in)
= 48.0
No. Barrels
= 2
n-Value
= 0.012
Culvert Type
= Circular Concrete
Culvert Entrance
= Square edge w/headwall (C)
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft)
= 314.00
Top Width (ft)
= 38.00
Crest Width (ft)
= 50.00
B-(t)
316 00
312A0
308.00
304.00
30❑ ❑❑
296 0❑
292 OD
CULVERT#1
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
Wednesday, Oct 17 2018
= 0.00
= 152.05
= (dc+D)/2
= 150.00
= 150.00
= 0.00
= 6.75
= 8.60
= 295.31
= 310.62
= 311.86
= 0.97
= Inlet Control
Hw Depth (ft)
8.❑❑
4.❑0
0 00
-400
-8 M
-12.00
-16an
MOD i i i i i i i i i i i i i i i i i 1
-2
0 10 20 a� 40 50 0.. 0% ,... 100 110 120 130 140 150 16D 17�
Circul arCulvert HGL Embank
Reach ift)

User Input Data
Calculated Value
Reference Data
Designed By:
CTH Date: 10/3/2018
Checked By:
MRJ Date: 10/16/2018
Company:
CEC
Project Name:
ANSON PHASE 5
Project No.:
165-276
Site Location (City/Town) Polkton, NC
Culvert Id. Culvert #1
Total Drainage Area (acres) 29.57
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the railwater depth is less
than half the outlet pipe diameter. it is classified.. «,i.. urn tailwater condition.
If it is greater than half the pipe diameter, it is classified maximum condition.
pipes that outlet onto wide flat areas vrith no defined channel are assumed
to have a minimum tail hater condition unless reliable Hood stage elesahous
show otherwise.
Outlet pipe diameter, Do (in.) 96
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 152.05
Velocity (ft./s) 6.75 (Q= vA)
Step 2. Based on the tailwater conditions determined in step 1. enter Figure
8.46a or Figure 8.06b, and deternune d50 nprap size and minimum apron length
(L.i)- The ds1 size is the median stone size in a we11-graded nprap apron
Step 3. Determine apron width at the pipe outlet. the apron shape_ and the
apron width at the ouder end from the same figure used in Step 2
Minimum TW
Maximum TW
Figure 8.06a
Figure 8.06b
Riprap d5o, (ft.) 1
Minimum apron length, La (ft.) 40
Apron width at pipe outlet (ft.) 24
24
Apron shape
Apron width at outlet end (ft.) 48
8
Step J. Detentune the maximum stone diameter
d_,=1.5xd,,,
Minimum TW
Maximum TW
Max Stone Diameter, dmax (ft.) 1.5
0
Step 5. Aeteruune the apron thickness:
Apron thickness = 1.5 x d_
Minimum TW Maximum TW
Apron Thickness(ft.) 2.25 0
Step 6. Fit the nprap apron to the site by making it level for the nunimtmt
length, Li: from Figure 8.06a or Figure 8.06b_ Extend the apron farther
downstream and along channel banks until stability is assured Keep the
apron as straight as possible and align it with the flow of the receiving stream
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the attire channel cross section to assure
stability.
It may be necessary to increase the size of ripiap where protection of the
cbatneI side slopes is necessary (Appendix 8.05) Where overfalls exist at
pipe outlets or flows are excessive- a plunge pool should be considered, see
page 8.06.8_

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
3 o
Outlet IW • Do + La
pipe i
diameter (ab)
La —�
ilwater - 0.500
l
. ........ .
cow l�al`��
60
f
51 100
Discharge (ft3/sec)
1-j 0
10D0
Curves may not be extrapolated.
Figure 8.06a Dosign of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T. < 0.5 diameter)
CULVERT #1 OUTLET PROTECTION
L
a".3

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc
CULVERT #2
Invert Elev Dn (ft)
= 286.00
Pipe Length (ft)
= 184.00
Slope (%)
= 1.08
Invert Elev Up (ft)
= 287.99
Rise (in)
= 36.0
Shape
= Circular
Span (in)
= 36.0
No. Barrels
= 2
n-Value
= 0.012
Culvert Type
= Circular Concrete
Culvert Entrance
= Square edge w/headwall (C)
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft)
= 295.00
Top Width (ft)
= 38.00
Crest Width (ft)
= 50.00
B-(x)
298A0
294M
292A0
290.00
288.00
28600
2a4uo
,. 2� 4� 60
CIfC�Bf CUL'Eft
CULVERT#2
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
Wednesday, Oct 17 2018
= 0.00
= 159.04
= (dc+D)/2
= 150.00
= 150.00
= 0.00
= 10.79
= 11.14
= 288.86
= 290.71
= 294.46
= 2.16
= Inlet Control
Hw Depth (R)
8A1
801
4A1
2A1
OA1
-1 99
s99
80 100 120 140 160 180 200 220 240 280 280
HGL Embank
R l (1<)

User Input Data
Calculated Value
Reference Data
)esigned By:
CTH Date: 10/3/20V
checked By:
MRJ Date: 10/16/20V
company:
CEC
'roject Name:
ANSON PHASE 5
3roject No.:
165-276
Site Location (City/Town) Poikton, NC
Culvert Id. Culvert #2
Total Drainage Area (acres) 30.93
Step 1. Determine the taihi ater depth from diamnel characteristics below the
pipe outlet for the design capacity of the pipe If the tailwater depth is less
titan hatf the outlet pipe diameter, it is classtfied minimum tailwater condition -
If it is greater than half the pipe diameter, it is classified maximum condition
Pipes that outlet onto wide flat areas with no defined channel are assumed
to hate a m`
in— n riiwater condmon unless reliable flood stage elevations
show otherwise_
Outlet pipe diameter, Do (in.) 72
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 159.04
Velocity (ft./s) 10.79 (Q= VA)
Step 2. Based on the tailwater conditions detcmuned in step 1 _ enter Figure
8.o62 or Figure 8.o6b, and determine d9, riprap size andminimum apron length
(L). The d,, sue is the median stone size in a well -graded nprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape, and the
apron width at the outlet eud from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d5o, (ft.)
1
Minimum apron length, La (ft.)
40
Apron width at pipe outlet (ft.)
18 18
Apron shape
Apron width at outlet end (ft.)
46 6
Step 4. Determine the maximum stone diameter
d_= 1 5xd,
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 1.5 0
Step S. Determu w the apron thickness
Apron thickness = 1.5 x d_„
Minimum TW Maximum TW
Apron Thickness(ft.) 2.25 0
Step 6. Fit the nprap apron to the site by making it level for the mmunum
Iength. L,. from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured Beep the
apron as straight as possible and align it with the flow of the receiving stream.
\fake any necessary alignment beads near she pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability
It may be necessary to increase the sit of nprap where protection of the
channel side slopes is necessary (Appendix 8,05) When m-erfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8 06-8-

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
3 o
Outlet IW • Do + La
pipe i
diameter (ab)
La —�
ilwater - 0.500
l
. ........ .
cow l�al`��
60
f
10
3 5 10 20 51 100 200 500 100D
Discharge (0/sec)
Curves may not be extrapolated.
Figure 8.06a Gosign of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T.. < 0.5 diameter)
CULVERT #2 OUTLET PROTECTION
L
a".3

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc
CULVERT #3
Invert Elev Dn (ft)
= 270.00
Pipe Length (ft)
= 132.00
Slope (%)
= 6.06
Invert Elev Up (ft)
= 278.00
Rise (in)
= 24.0
Shape
= Circular
Span (in)
= 24.0
No. Barrels
= 1
n-Value
= 0.012
Culvert Type
= Circular Concrete
Culvert Entrance
= Square edge w/headwall (C)
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft)
= 286.00
Top Width (ft)
= 38.00
Crest Width (ft)
= 50.00
B-(t)
2B8A0
2®SAO
292.00
279.00
276110
273110
270110
CULVERT#3
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
Wednesday, Oct 17 2018
= 0.00
= 37.49
= (dc+D)/2
= 30.00
= 30.00
= 0.00
= 9.65
= 9.85
= 271.93
= 279.86
= 282.91
= 2.45
= Inlet Control
Hw Depth (R)
10 00
7 00
4 00
1A0
-2 M
-5 M
-8 M
267 W -11 an
2% 30 40 50 90 100 110 12� 12� 14% 1E� 1a, 17� 180
Circular Culvert HGL Embank
Reach ift)

User Input Data
Calculated Value
Reference Data
)esigned By:
CTH Date: 10/3/20V
checked By:
MRJ Date: 10/16/20V
company:
CEC
'roject Name:
ANSON PHASE 5
3roject No.:
165-276
Site Location (City/Town) Poikton, NC
Culvert Id. Culvert 3
Total Drainage Area (acres) 7.29
Step 1. Determine the taihv aier depth from chamnel characteristics below the
pipe outlet for the design capacity of the pipe If the tailwater depth is less
titan hatf the outlet pipe diameter, it is classtfied minimum tailwater condition -
If it is greater than half the pipe diameter, it is classified maximum condition
Pipes that outlet onto wide flat areas with no defined channel are assumed
to hate a mm� ..� inirainwater condmon unless reliable flood stage elevations
show otherwise_ `
Outlet pipe diameter, Do (in.) 18
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 37.49
Velocity (ft./s) 9.65 (Q= VA)
Step 2. Based on the tailwater conditions determined in step 1 _ enter Figure
8.o62 or Figure 8.o6b, and determine d9, riprap size andminimum apron length
(L). The dam, sue is the median stone size in a well -graded nprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape, and the
apron width at the outlet eud from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d5o, (ft.)
0.5
Minimum apron length, La (ft.)
15
Apron width at pipe outlet (ft.)
4.5 4.5
Apron shape
Apron width at outlet end (ft.)
16.5 1.5
Step 4. Determine the maximum stone diameter
d_= 1 5xd,
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step S. Determine the apron thickness
Apron thickness = 1.5 x d_„
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the nprap apron to the site by making it level for the mmunum
Iength. L,. from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured Beep the
apron as straight as possible and align it with the flow of the receiving stream.
\fake any necessary alignment beads near she pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability
It may be necessary to increase the sit of nprap where protection of the
channel side slopes is necessary (Appendix 8,05) When mrrfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered. gee
page 8 06-8-

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
3 o
Outlet IW • Do + La
pipe i
diameter (ab)
La —�
ilwater - 0.500
l
c
en�`r pi P'pow 60
51 100
Discharge (01sec)
is
z M
Lt
a
rr
1 .o
J-j 0
1000
Curves may not be extrapolated.
Figure 8.06a Gosign of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T. < 0.5 diameter)
CULVERT #3 OUTLET PROTECTION
L
a".3

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc
CULVERT #4
Invert Elev Dn (ft)
= 284.00
Pipe Length (ft)
= 104.00
Slope (%)
= 3.85
Invert Elev Up (ft)
= 288.00
Rise (in)
= 36.0
Shape
= Circular
Span (in)
= 36.0
No. Barrels
= 2
n-Value
= 0.012
Culvert Type
= Circular Concrete
Culvert Entrance
= Square edge w/headwall (C)
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft)
= 296.00
Top Width (ft)
= 38.00
Crest Width (ft)
= 50.00
B-(t)
298A0
2%.M
294A0
292.00
290.00
280.OD
286.00
284.00
282.00
CULVERT #4
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
1� 2� 2� 4� 5- 5o 00 90 100 110 12� ia� 140
Circular Culvert HGL Embank
Wednesday, Oct 17 2018
= 0.00
= 171.18
= (dc+D)/2
= 170.00
= 170.00
= 0.00
= 12.14
= 12.35
= 286.91
= 290.81
= 295.71
= 2.57
= Inlet Control
Hw Depth (R)
10 00
O 00
6 00
4 00
2 00
0 00
-2 D0
-400
-am
150
Reach ift)

User Input Data
Calculated Value
Reference Data
)esigned By:
CTH Date: 10/3/20V
checked By:
MRJ Date: 10/16/20V
company:
CEC
'roject Name:
ANSON PHASE 5
3roject No.:
165-276
Site Location (City/Town) Poikton, NC
Culvert Id. Culvert 4
Total Drainage Area (acres) 33.29
Step 1. Determine the taihi ater depth from diamnel characteristics below the
pipe outlet for the design capacity of the pipe If the tailwater depth is less
titan hatf the outlet pipe diameter, it is classtfied minimum tailwater condition -
If it is greater than half the pipe diameter, it is classified maximum condition
Pipes that outlet onto wide flat areas with no defined channel are assumed
to hate a m`
in— n riiwater condition unless reliable flood stage elevations
show otherwise_
Outlet pipe diameter, Do (in.) 72
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 171.18
Velocity (ft./s) 12.14 (Q= VA)
Step 2. Based on the tailwater conditions detern fined in step 1 _ enter Figure
8.o62 or Figure 8.o6b, and deternime d9, riprap size acid mini n im apron length
(L). The d,, size is the median stone size in a well -graded nprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape, and the
apron width at the outlet eud from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d5o, (ft.)
0.75
Minimum apron length, La (ft.)
40
Apron width at pipe outlet (ft.)
18 18
Apron shape
Apron width at outlet end (ft.)
46 6
Step 4. Determine the maximum stone diameter
d_= 1 5xd,
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 1.125 0
Step S. Determine the apron thickness
Apron thickness = 1.5 x d_„
Minimum TW Maximum TW
Apron Thickness(ft.) 1.6875 0
Step 6. Fit the nprap apron to the site by making it level for the mmunum
Iength. L,. from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured Beep the
apron as straight as possible and align it with the flow of the receiving stream.
\fake any necessary alignment beads near she pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability
It may be necessary to increase the sit of nprap where protection of the
channel side slopes is necessary (Appendix 8,05) When m-erfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered. gee
page 8 06-8-

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
3 o
Outlet IW • Do + La
pipe i
diameter (ab)
La —�
ilwater - 0.500
l
l-- TT
cow l�al`��
r 60; ,
51 100 200 500
Discharge (ft3/sec)
.Lj 0
100D
Curves may not be extrapolated.
Figure 8.06a Gosign of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T.. < 0.5 diameter)
CULVERT #4 OUTLET PROTECTION
L
a".3

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Oct 17 2018
CULVERT #5
Invert Elev Dn (ft)
= 286.00
Calculations
Pipe Length (ft)
= 159.00
Qmin (cfs)
= 0.00
Slope (%)
= 1.26
Qmax (cfs)
= 7.71
Invert Elev Up (ft)
= 288.00
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 18.0
Shape
= Circular
Highlighted
Span (in)
= 18.0
Qtotal (cfs)
= 7.00
No. Barrels
= 1
Qpipe (cfs)
= 7.00
n-Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 4.41
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 5.45
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 287.26
HGL Up (ft)
= 289.02
Embankment
Hw Elev (ft)
= 289.63
Top Elevation (ft)
= 300.00
Hw/D (ft)
= 1.09
Top Width (ft)
= 38.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 50.00
B-(t)
301.00
296 00
295.00
292.00
2H9.00
28600
28300
2- 40 60 6-
circular Culvert HGL
CULVERT#5 Hi Depth(x)
13 00
10 00
7 00
4 00
1A0
-2 M
-5 M
1 12� 140 160 100 200 220 240
Embank
R lr (1)

User Input Data
Calculated Value
Reference Data
)esigned By:
CTH Date: 10/3/20V
checked By:
MRJ Date: 10/16/20V
company:
CEC
'roject Name:
ANSON PHASE 5
3roject No.:
165-276
Site Location (City/Town) Poikton, NC
Culvert Id. Culvert 5
Total Drainage Area (acres) 1.5
Step 1. Determine the taihi ater depth from diamnel characteristics below the
pipe outlet for the design capacity of the pipe If the tailwater depth is less
titan hatf the outlet pipe diameter, it is classtfied minimum tailwater condition -
If it is greater than half the pipe diameter, it is classified maximum condition
Pipes that outlet onto wide flat areas with no defined channel are assumed
to hate a m`
in— n riiwater condmon unless reliable flood stage elevations
show otherwise_
Outlet pipe diameter, Do (in.) 18
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 7.71
Velocity (ft./s) 4.41 (Q= VA)
Step 2. Based on the tailwater conditions detcmuned in step 1 _ enter Figure
8.o62 or Figure 8.o6b, and determine d9, riprap size andminimum apron length
(L). The d,, sue is the median stone size in a well -graded nprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape, and the
apron width at the outlet eud from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d5o, (ft.)
0.5
Minimum apron length, La (ft.)
10
Apron width at pipe outlet (ft.)
4.5 4.5
Apron shape
Apron width at outlet end (ft.)
11.5 1.5
Step 4. Determine the maximum stone diameter
d_= 1 5xd,
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step S. Determine the apron thickness
Apron thickness = 1.5 x d_„
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the nprap apron to the site by making it level for the mmunum
Iength. L,. from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured Beep the
apron as straight as possible and align it with the flow of the receiving stream.
\fake any necessary alignment beads near she pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability
It may be necessary to increase the sit of nprap where protection of the
channel side slopes is necessary (Appendix 8,05) When m-erfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8 06-8-

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
r
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Discharge (Olsec)
Curves may not be extrapolated.
Figure 8.06a Gosign of outlet protection protection from a round pipe flowing full, minimum tailwaler condition (T. < 0.5 diameter)
CULVERT #5 OUTLET PROTECTION
Rec. IV93
a".3

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc
CULVERT #6
Invert Elev Dn (ft)
= 284.00
Pipe Length (ft)
= 130.00
Slope (%)
= 1.54
Invert Elev Up (ft)
= 286.00
Rise (in)
= 18.0
Shape
= Circular
Span (in)
= 18.0
No. Barrels
= 1
n-Value
= 0.012
Culvert Type
= Circular Concrete
Culvert Entrance
= Square edge w/headwall (C)
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft)
= 294.00
Top Width (ft)
= 38.00
Crest Width (ft)
= 50.00
El. (ft�
296.00
294.00
292.00
290.00
28800
286110
264110
CULVERT#6
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
Wednesday, Oct 17 2018
= 0.00
= 17.95
= (dc+D)/2
= 17.00
= 17.00
= 0.00
= 9.67
= 9.62
= 285.47
= 288.23
= 290.68
= 3.12
= Inlet Control
Hw Depth (R)
10 00
8M
6 00
4 00
200
can
-2 M
M 00 i i i i i i i i i i i i i i i i i 1
-4 00
,. 1C 2- 3C 411 5- o.. 0% ,... 100 110 120 130 140 150 160 17�
Circular Culvert HGL Embank
Reach ift)

User Input Data
Calculated Value
Reference Data
)esigned By: CTH Date: 10/3/201
:hecked By: Date:
:ompany: CEC
)roject Name: ANSON PHASE 5
)roject No.: 165-276
Site Location (City/Town) Poikton, NC
Culvert Id. Culvert 6
Total Drainage Area (acres) 3.49
Step 1. Determine the taihv aier depth from chamnel characteristics below the
pipe outlet for the design capacity of the pipe If the tailwater depth is less
titan hatf the outlet pipe diameter, it is classtfied minimum tailwater condition -
If it is greater than half the pipe diameter, it is classified maximum condition
Pipes that outlet onto wide flat areas with no defined channel are assumed
to hate a rnimirn` rn rainwater condmon unless reliable flood stage elevations
show otherwise_
Outlet pipe diameter, Do (in.) 18
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 17.95
Velocity (ft./s) 9.67 (Q= VA)
Step 2. Based on the tailwater conditions determined in step 1 _ enter Figure
8.o62 or Figure 8.o6b, and determine d9, riprap size and minimum apron length
(L). The dam, sue is the median stone size in a well -graded nprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape, and the
apron width at the outlet eud from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d5o, (ft.) 0.5
Minimum apron length, La (ft.) 10
Apron width at pipe outlet (ft.) 4.5 4.5
Apron shape
Apron width at outlet end (ft.) 11.5 1.5
Step 4. Determine the maximum stone diameter
d_= 1 5xd,
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step S. Ikietrrnnc the apron thickness
Apron thickness = 1.5 x d_„
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the nprap apron to the site by making it level for the nummum
Iength. L,. from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured Beep the
apron as straight as possible and align it with the flow of the receiving stream.
\fake any necessary alignment beads near she pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability
It may be necessary to increase the sit of nprap where protection of the
channel side slopes is necessary (Appendix 8,05) When mrrfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered. gee
page 8 06-8-

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
r
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,
IF WE
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Curves may not be extrapolated.
Figure 8.06a Gosign of outlet protection protection from a round pipe flowing full, minimum tailwaler condition (T. < 0.5 diameter)
CULVERT #6 OUTLET PROTECTION
L
a".3

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc
CULVERT #7
Invert Elev Dn (ft)
= 262.00
Pipe Length (ft)
= 123.00
Slope (%)
= 9.75
Invert Elev Up (ft)
= 273.99
Rise (in)
= 48.0
Shape
= Circular
Span (in)
= 48.0
No. Barrels
= 2
n-Value
= 0.012
Culvert Type
= Circular Concrete
Culvert Entrance
= Square edge w/headwall (C)
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft)
= 280.00
Top Width (ft)
= 38.00
Crest Width (ft)
= 50.00
B-(t)
zaim
230.00
277.❑0
274.00
271.00
260.00
265.00
262.00
259 ❑❑
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
Wednesday, Oct 17 2018
= 0.00
= 166.81
= (dc+D)/2
= 160.00
= 160.00
= 0.00
= 7.11
= 8.84
= 265.35
= 276.70
= 278.11
= 1.03
= Inlet Control
CULVERT #7 Hw Depth (n)
9.❑1
6.01
3.01
001
-299
-599
-8.99
-113?
-14.99
1❑ 20 3C 411 5- o.. 0% ,... 100 110 120 130 140 15� 160 17�
- CircularCulvert HGL Embank
Reach ift)

User Input Data
Calculated Value
Reference Data
)esigned By:
CTH Date: 10/3/20V
checked By:
MRJ Date: 10/16/20V
company:
CEC
'roject Name:
ANSON PHASE 5
3roject No.:
165-276
Site Location (City/Town) Poikton, NC
Culvert Id. Culvert 7
Total Drainage Area (acres) 32.44
Step 1. Determine the taihi ater depth from diamnel characteristics below the
pipe outlet for the design capacity of the pipe If the tailwater depth is less
titan hatf the outlet pipe diameter, it is classtfied minimum tailwater condition -
If it is greater than half the pipe diameter, it is classified maximum condition
Pipes that outlet onto wide flat areas with no defined channel are assumed
to hate a m`
in— n riiwater condmon unless reliable flood stage elevations
show otherwise_
Outlet pipe diameter, Do (in.) 96
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 166.81
Velocity (ft./s) 7.11 (Q= VA)
Step 2. Based on the tailwater conditions determined in step 1 _ enter Figure
8.o62 or Figure 8.o6b, and detentime d9, riprap size acid mini n im apron length
(L). The d,, sue is the median stone size in a well -graded nprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape, and the
apron width at the outlet eud from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d5o, (ft.)
1
Minimum apron length, La (ft.)
40
Apron width at pipe outlet (ft.)
24 24
Apron shape
Apron width at outlet end (ft.)
48 8
Step 4. Determine the maximum stone diameter
d_= 1 5xd,
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 1.5 0
Step S. Determine the apron thickness
Apron thickness = 1.5 x d_„
Minimum TW Maximum TW
Apron Thickness(ft.) 2.25 0
Step 6. Fit the nprap apron to the site by making it level for the mmunum
Iength. L,. from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured Beep the
apron as straight as possible and align it with the flow of the receiving stream.
\fake any necessary alignment beads near she pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability
It may be necessary to increase the sit of nprap where protection of the
channel side slopes is necessary (Appendix 8,05) When m-erfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8 06-8-

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
j
Q
Outlet W . Do + La
pipe
diameter (Gb)
i water - 0.5Do
4�
1o" l
`r p1 Pp 60
It
-1—T-T i
F
2
W
a
a
Q
LA; —
0
3 5 I0 20 50 100 200 5D0 1000
Discharge (0/sec)
Curves may not be extrapolated
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum taiiwater condition (Tw < 0.6 drameter).
CULVERT #7 OUTLET PROTECTION
IRer. L193 8.06.3

LEACHATE CALCULATIONS

Leachate Generation Summary
The strategy for this evaluation was to estimate the average and peak leachate generation rates
and corresponding maximum level of leachate buildup over the base liner system. The proposed
landfill design was initiated by evaluating five (5) different possible operating conditions that
conservatively estimate the average and peak flow conditions. Under the first condition
evaluated, a newly opened cell with no waste is simulated. The second and third condition
evaluated is a simulation using a 10-foot and 90-foot layer of compacted waste. The fourth
condition evaluated is a simulation using compacted waste at a thickness of 250 feet with 6
inches of intermediate soil cover and the fifth condition evaluated is at closure.
Two base liner systems were evaluated at 2 percent bottom slopes and 150-foot drainage length,
comprising of a standard base liner system and alternate base liner system as defined in 15A
NCAC Rule .1624(b)(1)(A). The design parameters are summarized as follows:
Landfill Cross -Section with Standard Base Liner System (from bottom to top)
00 Compacted soil liner (1 x 10-7 cm/sec maximum in -place permeability, 24
inches thick);
00 60-mil high density polyethylene (HDPE) geomembrane;
00 Drainage geocomposite (double sided heat bonded 8 ounce per
square yard, 5 x 10"4 m2/sec minimum transmissivity);
00 Protective cover/leachate collection layer (1.9 x 10-4 cm/sec minimum in -
place permeability, 24 inches thick);
00 Compacted Municipal Solid Waste (MSW);
00 Intermediate soil cover (12 inches thick);
00 40-millinear low density polyethylene (LLDPE) textured geomembrane;
00 Drainage geocomposite (double sided heat bonded 8 ounce per
square yard, 5 x 10-4 m2/sec minimum transmissivity);
00 Protective soil cover (18 inches thick); and
00 Erosion soil cover (6 inches thick)
Civil & Environmental Consultants, Inc

Landfill Cross -Section with Alternate Base Liner System (from bottom to
top)
• Compacted soil liner (1 x 10-5 cm/sec maximum in -place permeability, 18
inches thick);
• Geosynthetic clay liner (GCL) (5 x 10-9 cm/sec maximum in -place
permeability);
• 60-mil high density polyethylene (HDPE) geomembrane;
• Drainage geocomposite (double sided heat bonded 8 ounce per
square yard, 5 x 10"4 m2/sec minimum transmissivity);
• Protective cover/leachate collection layer (1.9 x 10-4 cm/sec minimum
permeability, 24 inches thick);
•
Compacted Municipal Solid Waste (MSW);
• Intermediate soil cover (12 inches thick);
• 40-millinear low density polyethylene (LLDPE) textured geomembrane;
• Drainage geocomposite (double sided heat bonded 8 ounce per
square yard, 5 x 10"4 m2/sec minimum transmissivity);
• Protective soil cover (18 inches thick); and
• Erosion soil cover (6 inches thick).
Transpiration, temperature and solar radiation data from Charlotte, North Carolina along with
precipitation data from Polkton, North Carolina were used to model the climatic conditions for a
5-year period.
The HELP model evaluation was used to determine the liner's compliance with 15A NCAC Rule
.1624(b)(1)(B), and to evaluate whether leachate build up on the liner would be less than 12
inches under normal operating conditions for a newly open cell and waste depths of 10 feet, 90
feet, and 250 feet and at closure. Additionally, the HELP model evaluation was used to
determine the lateral pipe spacing of the leachate collection pipes to meet the maximum leachate
head requirement of 12 inches.
Civil & Environmental Consultants, Inc

Table 5-1. Summary of Results for Typical One Acre Cell (Normal Operating Conditions)
Evaluation Parameters
Base Liner
System
Drainage
Len th
Slope
Average Daily
Leachate Generation
Peak Daily Leachate
Generation
Newly Open with 0 feet of
Waste
Standard
150ft
2%
1,048 gpd
10,435 gpd
Newly Open with 0 feet of
Waste
Alternate
150ft
2%
1,048 gpd
10,435 gpd
10 feet of Waste
Standard
150ft
2%
1,000 gpd
8,905 gpd
10 feet of Waste
Alternate
150ft
2%
1,000 gpd
8,905 gpd
90 feet of Waste
Standard
150ft
2%
978 gpd
3,902 gpd
90 feet of Waste
Alternate
150ft
2%
978 gpd
3,902 gpd
250 feet of Waste with
Intermediate Soil Cover
Standard
150ft
2%
62.48 gpd
1,828 gpd
250 feet of Waste with
Intermediate Soil Cover
Alternate
150ft
2%
62.48 gpd
1,828gpd
Closure with 250 feet of Waste
Standard
150ft
2%
0 gpd
0 gpd
Closure with 250feet of Waste
Alternate
150ft
2%
0 gpd
0 gpd
Civil & Environmental Consultants, Inc

The analysis of the landfill design indicates that the leachate collection system design is
sufficient to meet the regulatory requirements of the North Carolina Administrative Code
(NCAC) Tide 15A 13B Section .1600 requirements. For all of the conditions evaluated, the
average head and peak average head on the landfill's bottom liner does not exceed 12 inches.
Civil & Environmental Consultants, Inc

Geocomposite Checks and Maximum Pipe Spacing
Facility Name: Anson County Landfill
Permit Number: 0403
Facility Address: 275 Dozer Dr., Polkton, NC 28209
Facility Owner: Waste Connections of Anson, LLC
Active Condition (10 feet of waste)
Calculate Effective Transmissivitv of GeocoMDOSIte
Reduction Factors
Tspec =
5.00E-04 m`/s
RF,mco
1.0
RFiMiN
1.0
Tactual =
Tspec / Product of RFs
RFcR
1.4
Tactual =
1.49E-04 M'/s
RFiN
1.0
FS =
2
RFcp
1.0
Ttheory =
7.44E-05 M'/s
RFpc
1.0
Thickness
0.25 in
RFcc
1.2
RFBc
2.0
Effective Hydraulic
Conductivity
Product
3.4
k =
1.172 cm/s
Maximum Pipe Spacing
L = tmax * k * sin(tan-'(m))
q
L = max pipe spacing (ft)
m = Slope (percent)
k = hydraulic conductivity (cm/s)
tmax = max head on liner (1 ft)
q=
infiltration rate (cm/s)
References:
Slope
L (ft)
1.50%
897
1.75%
1046
2.00%
1195
2.25%
1345
2.50%
1494
2.75%
1643
3.00%
1793
3.25%
1942
3.50%
2091
3.75%
2240
4.00%
2389
4.25%
2539
4.50%
2688
by: NTB
checked: CTH
"GRI Standard - GC8" Geosynthetic Research Institute, 4/17/01
"Design of Lateral Drainage Systems for Landfills" Richardson et al, 2000
"Designing with Geosynthetics", Robert M. Koerner
L =
unknown
M start=
2%
k =
1.172
tmax =
0.3
Infiltration rate
0.2 In (from HELP model)
q =
5.88E-06

Geocomposite Checks and Maximum Pipe Spacing
Facility Name: Anson County Landfill
Permit Number: 0403
Facility Address: 275 Dozer Dr., Polkton, NC 28209
Facility Owner: Waste Connections of Anson, LLC
Intermediate Condition (90 feet of waste)
Calculate Effective Transmissivitv of Geocomposite
Reduction Factors
Tspec =
5.00E-04 m`/s
RF,mco
1.0
RFiMiN
1.0
Tactual =
Tspec / Product of RFs
RFcR
1.4
Tactual =
1.32E-04 m`/s
RFiN
1.2
FS =
2
RFcp
1.0
Ttheory =
6.61 E-05 M'/S
RFpc
1.0
Thickness
0.25 in
RFcc
1.5
RFBc
1.5
Effective Hydraulic
Conductivity
Product
3.8
k =
1.042 cm/s
Maximum Pipe Spacing
L=
tmax * k * sin(tan-'(m))
q
References:
L = max pipe spacing (ft)
m = Slope (percent)
k = hydraulic conductivity (cm/s)
tmax = max head on liner (1 ft)
q=
infiltration rate (cm/s)
Slope
L (ft)
2.00%
1518
2.25%
1708
2.50%
1897
2.75%
2087
3.00%
2276
3.25%
2466
3.50%
2655
3.75%
2845
4.00%
3034
4.25%
3224
4.50%
3413
4.75%
3602
5.00%
3791
by: NTB
checked: CTH
"GRI Standard - GC8" Geosynthetic Research Institute, 4/17/01
"Design of Lateral Drainage Systems for Landfills" Richardson et al, 2000
"Designing with Geosynthetics", Robert M. Koerner
L =
unknown
M start=
2.0%
k =
1.042
tmax =
0.3
Infiltration rate
0.1 In (from HELP model)
q =
4.12E-06

Geocomposite Checks and Maximum Pipe Spacing
Facility Name: Anson County Landfill
Permit Number: 0403
=acility Address: 275 Dozer Dr., Polkton, NC 28209
Facility Owner: Waste Connections of Anson, LLC
Final Condition (250 feet of waste)
Calculate Effective Transmissivitv of GeocoMDOSite
Reduction Factors
Tspec =
5.00E-04 m`/s
RF,mco
1.0
RFiMiN
1.0
Tactual =
Tspec / Product Of RFs
RFcR
2.0
Tactual =
5.21 E-05 m`/s
RFiN
1.2
FS =
2
RFcp
1.0
Ttheory =
2.60E-05 m`/s
RFpc
1.0
Thickness
0.25 in
RFcc
2.0
RFBc
2.0
Effective Hydraulic
Conductivity
Product
9.6
k =
0.410 cm/s
Maximum Pipe Spacing
L=
tmax * k * sin(tan-'(m))
I
L =
max pipe spacing (ft)
m =
Slope (percent)
k =
hydraulic conductivity (cm/s)
tmax =
max head on liner (1 ft)
q=
infiltration rate (cm/s)
References:
Slope
L (ft)
1.50%
933
1.75%
1088
2.00%
1243
2.25%
1399
2.50%
1554
2.75%
1709
3.00%
1865
3.25%
2020
3.50%
2175
3.75%
2330
4.00%
2485
4.25%
2640
4.50%
2795
by: NTB
checked: CTH
"GRI Standard - GC8" Geosynthetic Research Institute, 4/17/01
"Design of Lateral Drainage Systems for Landfills" Richardson et al, 2000
"Designing with Geosynthetics", Robert M. Koerner
L =
unknown
M start=
2%
k =
0.410
tmax =
0.3
Infiltration rate
6.7E-02 In (from HELP model)
q =
1.98E-06

Leachate Collection Pipe Sizing
Facility Name: Anson County Landfill by: NTB
Permit Number: 0403 checked: CTH
Facility Address: 275 Dozer Dr., Polkton, NC 28209
Facility Owner: Waste Connections of Anson, LLC
Calculate Collection Pipe Sizes
Equations:
Mannings:
Where:
Q = 1.49*AR2/3So1/2
n
Q = ? Flowrate (cfs)
n = 0.009 HDPE Mannings Roughness Coefficient
A = Flow Area (ft.)
R = Hydraulic Radius (ft.)
So = Pipe Slope
Peak Drainage Collected (from North Carolina DEQ)
6.33 inches per unit area per day (25 year 24 hr storm)
22,978 cu ft per day per acre
Pipe Capacity (CFS) from manning equation
Outside Diameter = D;, w / (1 - 2/SDR) SDR 11 Pipe
Outside Pipe Diameter
Slope (%)
0.50%
1.00%
1.50%
2.00%
2.50%
3.00%
3.50%
4.00%
4.50%
6
6.5
7
7.5
8
8.5
9
10
12
0.34
0.42
0.51
0.61
0.72
0.85
0.99
1.31
2.14
0.48
0.59
0.72
0.86
1.02
1.20
1.40
1.86
3.02
0.58
0.72
0.88
1.06
1.26
1.48
1.72
2.28
3.70
0.67
0.83
1.02
1.22
1.45
1.70
1.98
2.63
4.27
0.75
0.93
1.14
1.36
1.62
1.90
2.22
2.94
4.78
0.82
1.021
1.241
1.491
1.781
2.091
2.431
3.2211
5.23
0.89
1.101
1.341
1.611
1.921
2.251
2.621
3.481
5.65
0.95
1.181
1.441
1.731
2.051
2.411
2.811
3.721
6.04
1.01
1.251
1.521
1.831
2.171
2.561
2.981
3.941
6.41
Maximum area, Pipe can Collect (acres), to discharge 25 year 24-hour storm in 72 hours
Outside Pipe Diameter
Slope (%)
0.50%
1.00%
1.50%
2.00%
2.50%
3.00%
3.50%
4.00%
4.50%
6
6.5
7
7.5
8
8.5
9
10
12
3.80
4.70
5.73
6.88
8.18
9.61
11.19
14.82
24.10
5.37
6.65
8.10
9.73
11.56
13.59
15.83
20.96
34.09
6.57
8.14
9.92
11.92
14.16
16.64
19.38
25.67
41.75
7.59
9.40
11.45
13.77
16.35
19.22
22.38
29.64
48.21
8.49
10.51
12.80
15.39
18.28
21.49
25.03
33.14
53.90
9.30
11.511
14.03
16.861
20.021
23.54
27.41
36.311
59.04
10.04
12.431
15.15
18.211
21.631
25.42
29.61
39.22
63.77
10.74
13,29F
16.20
19.471
23.121
27.18
31.66
41.921
68.17
11.39
14.101
17.18
20.651
24.531
28.83
33.58
44.471
72.31

Civil & Environmental Consultants, Inc.
SUBJECT Collection Pipe Designs
PROJECT Anson Landfill - Permit to Construct Phases 4 & 5
MADE BY NTB
PROJECT NO. 165-276
PAGE
DATE 2/24/2023 CHECK BY CTH DATE 24-Feb-23
HDPE PIPE STRENGTH AND STABILITY
Leachate Collection Pipes SDR = 11
OBJECTIVE Assess the strength and stability of the proposed 8-inch diameter collection piping in the Anson
seepage collection system.
METHOD The piping will be evaluated by estimating the maximum loads applied to the pipe. These loads
will be used to estimate the pipe's factor of safety for wall buckling and also estimate percent
deflection, and pipe strain for comparison to industry standard maximum values. The pipe
loading equation used below from Reference 1, state adjustment is made to account for
perforations in pipe.
Pipe Loading
Pt 12 — 2 [1 (L��Pi, +� (H,) U Pt = Total pipe load, psi (adjusted for pipe perforations)
Li = Safety Factor for Live Load i (accounts for uncertainty and dynamic loading)
Pli = Individual Live Load, transmitted to top of pipe, psi
Hi = Thickness of overburden i, in
Ui = Unit weight of overburden i, Ib/in3
N = Number of holes per foot of pipe
D = Diameter of perforation, inch
Constrained Wall Buckling (Ref 1)
P n — 5.65 RHP E
N 12(DR-1)3
P,r
FS,w = P
Where:
Pcb = Critical buckling soil pressure at the top of the pipe, psi
Pt = Total pipe load, psi (adjusted for pipe perforations)
E' = Soil Modulus for backfill around pipe, psi
N = Safety Factor typically 2.
R = buoyancy reduction factor
R=1-0.33 H
H' = groundwater height above pipe, ft (0 for this calculation)
H = cover above pipe, ft
E = Pipe Modulus of Elasticity, psi
Pipe Modulus of Elasticity interpolated from Ref 1, Tech Note 814-TN, Table 1
for 50 year service life @ 110' F. Table 1 included with this report.
DR = Pipe dimension ratio
B' = Elastic support factor
1 + 4e(-0.0
61
-)
Collection Pipe Strength and Stability.xls Civil & Environmental Consultants, Inc. November 2018

Civil & Environmental Consultants, Inc.
SUBJECT Collection Pipe Designs
PROJECT Anson Landfill - Permit to Construct Phases 4 & 5
MADE BY NTB
PROJECT NO. 165-276
PAGE
DATE 2/24/2023 CHECK BY CTH DATE 24-Feb-23
Deflection (Modified Iowa, Ref 1)
%Deflection AY — DL (K) Pr (100�
DM 2E + 0.061(E')
3(S�
Where
% Deflection = Amount of pipe deflection expected for load applied to top of pipe
Dm = Mean pipe diameter.
DL = Deflection Lag Factor, 1.0 for long term as per Ref 1
K = Bedding Constant, 0.1 as per Ref 1
Pt = Total pipe load, psi (adjusted for pipe perforations)
E = Pipe Modulus of Elasticity, psi
SDR = Standard Dimension Ratio for selected pipe
E' = Soil Modulus for backfill around pipe, psi, calculated as shown below.
Allowable Pipe Strain, Ref 1
0.53 Do
c = Fd AY 2 * (0.53(t)) _ Fd %Deflection * 2 * SDR
Der DM 100 Do —1.06 Do
SDR
Where
E(max) = Maximum allowable pipe strain, 4.2% as per Ref 1
Fd = Deformation Shape Factor, 6 as per Ref 1
Dm = Mean pipe diameter, inches
t = Pipe wall thickness, inches = Do/SDR
SDR = Standard Dimension Ratio for selected pipe
Do = Pipe outside diameter, inches
As can be seen above, buckling pressure and pipe deflection estimates are dependent upon the
modulus of soil reaction (E') for the backfill material used to construct the pipe envelopes, which
itself is a function of the backfill soil placement conditions. Previous literature references have
often employed E' values of approximately 3,000 psi. However, on page 153 of Reference 6, ,a
relationship between E', constrained modulus, Young's modulus, and Poisson's ration of a soil is
given as:
E'=KM,
where:
E' = modulus of soil reaction (psi)
K = bulk modulus (varies from 0.7 to 2.3 as seen in Reference 6 on page 153)
MS = constrained modulus
Ms = E0-v)
(1+v)(1-2v)
E = Young's modulus (psi)
v = Poisson's ratio
Collection Pipe Strength and Stability.xls Civil & Environmental Consultants, Inc. November 2018

Civil & Environmental Consultants, Inc.
SUBJECT Collection Pipe Designs PROJECT NO. 165-276
PROJECT Anson Landfill - Permit to Construct Phases 4 & 5 PAGE
MADE BY NTB DATE 2/24/2023 CHECK BY CTH DATE 24-Feb-23
CALCULATION
Typical v values for granular soils are given in Table 2-8 of Reference 7 and vary
between 0.2 and 0.4. For this analysis, an average value of 0.3 will be used.
Typical E values for granular soils are also give in Reference 7 and are as
follows:
Loose Granular Soils: E = 1,000 to 3,000 ksf
Dense Granular Soils: E = 2,000 to 4,000 ksf
Conservatively assuming E = 2,000 ksf (=13,900 psi), K = 0.7, and v = 0.3, the
modulus of soil reaction is calculated as follows:
E'= 0.7 2,000(1— 0.3) .—1,885ksf v13,000psi
[�,
+0.3)(1— (2( 0.3))�
Pipe Loading
Dead Load Summary Table
Description
Thickness
feet
Density
cf(psi)
Load
Waste and Cover
250
62.96
109.3
Total Dead Load 1 109.3psi
Maximum waste thickness above the pipes in the landfill. Conservative value.
Live Load Summary Table
Description
Total Load
Area
Factor, Li
Load
(pounds)
sf(psi)
826 Compactor
73,370
80.00
5.00
31.8
Assumes 20 ft2 per drum
Conservative
N: 10.00
D: 0.38
Pt, Total Pipe Load: 205.2
Total Live Load 1 31.8psi
Number of perforation holes per foot of pipe
Diameter, inches, of perforation holes
psi
Collection Pipe Strength and Stability.xls Civil & Environmental Consultants, Inc. November 2018

Civil & Environmental Consultants, Inc.
SUBJECT Collection Pipe Designs PROJECTNO. 165-276
PROJECT Anson Landfill - Permit to Construct Phases 4 & 5 PAGE
MADE BY NTB
DATE 2/24/2023 CHECK BY CTH DATE 24-Feb-23
Constrained Wall Buckling
Utilizing the Constrained Wall Buckling Equation listed in the METHOD section,
E': 13,000 Soil modulus, psi, calculated from equation listed in METHOD
section.
E: 19,000 Pipe Modulus of Elasticity, psi, interpolated from Ref
1,Technical Note 814-TN, Table 1 for 110 IF and a Service
Life of 50 years.
SDR: 11 Standard Dimension Ratio for selected pipe.
B': 1.0000 Elastic support factor, from equation listed in METHOD
section.
H: 249.3 Maximum height of cover above pipes, ft.
Pcb 405.3 Critical Wall Buckling, psi, from equation listed in METHOD
section.
SFwb 2.0 Factor of safety for wall buckling.
Deflection (Modified Iowa Ref. 1)
Utilizing the Deflection Equation listed in the METHOD section,
DI: 1.0 Deflection Lag Factor, as per Ref 1.
K: 0.1 Bedding Constant, as per Ref 1.
Pt: 205.2 Total Pipe Load, psi
E: 19,000 Pipe Modulus of Elasticity, psi, interpolated from Ref
1,Technical Note 814-TN, Table 1 for 110 IF and a Service
Life of 50 years.
SDR: 11 Standard Dimension Ratio for selected pipe.
E': 13,000 Soil modulus, psi, as calculated above
Deflection 2.55 % Deflection, calculated from equation included in METHOD
section
Collection Pipe Strength and Stability.xls Civil & Environmental Consultants, Inc. November 2018

Civil & Environmental Consultants, Inc.
SUBJECT Collection Pipe Designs PROJECTNO. 165-276
PROJECT Anson Landfill - Permit to Construct Phases 4 & 5 PAGE
MADE BY NTB
CONCLUSION
DATE 2/24/2023 CHECK BY CTH DATE 24-Feb-23
Allowable Pipe Strain, Ref 1
Utilizing the Strain Equation listed in the METHOD section,
Do: 8.625 Pipe Outside Diameter, inches
Fd: 6.0 Pipe Deformation Factor, non -elliptical shape, Ref 1
Lona Term Design Deflection Limits of Buried Pressure and Non -Pressure PolvethviAne Pine
SDR
21
17
15.5
13.5
11
Deflection Limit (%)
Non -Pressure
7.5
7.5
7.5
7.5
7.5
Deflection Limit (%)
Pressure
7.5
6.0
6.0
6.0
5.0
SDR
9
7.3
Deflection Limit (%)
Non -Pressure
7.5
7.5
Deflection Limit (%)
Pressure
4.0
3.0
from Ref 5 and Ref 9
Pipe Strain 1.63 % Pipe Strain for design loading conditions
Allowable 4.20 % Pipe Strain allowable for gravity piping, Ref 1
Strain
Factor of Safety for wall buckling is 2.0
Calculated Deflection 2.55% and calculated pipe strain is 1.63%.
The value for deflection is less than the deflection limit of 7.5 % given in the
table above. The calculated strain is less than the allowable strain of 4.2%
The proposed Phases 4 & 5 Expansion pipe and the existing Phases 1-4 SDR 11 HDPE
pipe is adequate based on a check of wall buckling, deflection, and pipe strain.
deflection, and pipe strain.
analysis was performed considering HDPE SDR 11 pipes under the approximate
Collection Pipe Strength and Stability.xls Civil & Environmental Consultants, Inc. November 2018

Civil & Environmental Consultants, Inc.
SUBJECT Collection Pipe Designs PROJECTNO. 165-276
PROJECT Anson Landfill - Permit to Construct Phases 4 & 5 PAGE
MADE BY NTB
REFERENCES
DATE 2/24/2023 CHECK BY CTH DATE 24-Feb-23
THE PERFORMANCE PIPE ENGINEERING MANUAL, FIRST EDITION
1 Performance Pipe - 5085 W. Park Blvd., Suite 500
Plano, Texas 75093, [phone]
HANDBOOK OF PVC PIPE DESIGN AND CONSTRUCTION, Uni-Bell PVC
2 Pipe Association, 1982
STRUCTURAL PERFORMANCE OF AN HDPE LEACHATE COLLECTION PIPE,
3 Sargand, Shad M., Mitchell, Gayle F. and Masada, Teruhisa (1993), Ohio University
Center for Geotechnical and Environmental Research (614)-593-2476
ENGINEERING TECH NOTE:HDD for PE PIPE., "Trenchless Technology Bulletin No. 1,
4 Horizontal Directional Drilling w/ Plexco Pipe, Chevron Chemical Company, March, 1999,
1050 Illinois Route 83, Bensenville, IL 60106, (630)-350-3700
5 BURIED PIPE DESIGN, Moser, A.P., 2001 (2nd Edition), McGraw-Hill, New York, New York
6 BURIED PLASTIC PIPE TECHNOLOGY, ASTM (Buczala and Cassady editors), 1990,
ASTM, Philadelphia, Pennsylania
7 FOUNDATION ANALYSIS AND DESIGN, Bowles, J.E., 1982 (3rd Edition) McGraw-Hill
Book Company, New York, New York
8 PPI HANDBOOK OF POLYETHYLENE PIPE, Plastic Pipe Institute,
http://www.plasticpipe.org/general/ppi_handbook.php
Collection Pipe Strength and Stability.xls Civil & Environmental Consultants, Inc. November 2018

Civil & Environmental Consultants, Inc.
SUBJECT Collection Pipe Designs
PROJECT Anson Landfill - Permit to Construct Phases 4 & 5
MADE BY NTB
PROJECT NO. 1 65-276
PAGE
DATE 2/24/2023 CHECK BY CTH DATE 24-Feb-23
TABLE 1 FROM TECHNICAL NOTE 814- TN
Table 1 Typical Elastic Modulus for DriscoPlee PE 3608
Load Duration
Elastic Modulust, 1000 psi (MPa), at Temperature, °F (°C)
-20 (-29)
0 (-18)
40 (4)
60 (16)
73 (23)
100 (38)
120 (49)
140 (60)
Short -Term
300.0
260.0
170.0
130.0
110.0
100.0
65.0
50.0
(2069)
(1793)
(1172)
(896)
(758)
(690)
(448)
(345)
10 h
140.8
122.0
79.8
61.0
57.5
46.9
30.5
23.5
(971)
(841)
(550)
(421)
(396)
(323)
(210)
(162)
100 h
125A
108.7
71.0
54.3
51.2
41.8
27.2
20.9
(865)
(749)
(490)
(374)
(353)
(288)
(188)
(144)
1000 h
107.0
92.8
60.7
46.4
43.7
35.7
23.2
17.8
(738)
(640)
(419)
(320)
(301)
(246)
(160)
(123)
1 y
93.0
80.6
52.7
40.3
38.0
31.0
20.2
15.5
(641)
(556)
(363)
(278)
(262)
(214)
(139)
(107)
10 y
77.4
67.1
43.9
33.5
31.6
25.8
16.8
12.9
(534)
(463)
(303)
(231)
(218)
(178)
(116)
(89)
50 y
69.1
59.9
39.1
299
28.2
23.0
15.0
11.5
(476)
(413)
(270)
(266)
(194)
(169)
(103)
(79)
t Typical values based on ASTM D 638 testing of molded plaque material specimens.
Modulus values for PE4710 are under development.
Collection Pipe Strength and Stability.xls Civil & Environmental Consultants, Inc. November 2018

HELP MODEL CALCULATIONS

10' WASTE - ACTIVE CONDITION
STANDARD BOTTOM LINER

OUTDATA.OUT
T
******************************************************************************
******************************************************************************
** **
** **
** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **
** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) **
** DEVELOPED BY ENVIRONMENTAL LABORATORY **
** USAE WATERWAYS EXPERIMENT STATION **
** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY **
** **
** **
******************************************************************************
******************************************************************************
PRECIPITATION DATA FILE: \DATA4.D4
TEMPERATURE DATA FILE: \DATA7.D7
SOLAR RADIATION DATA FILE: \DATA13.D13
EVAPOTRANSPIRATION DATA: \DATA11.D11
SOIL AND DESIGN DATA FILE: \DATA10.D10
OUTPUT DATA FILE: \OUTDATA.OUT
TIME: 16:50 DATE: 11/ 6/2018
******************************************************************************
TITLE: ANSON LANDFILL PHASE 5
******************************************************************************
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE
COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.
LAYER 1
TYPE 1 - VERTICAL PERCOLATION LAYER
Page 1

OUTDATA.OUT
MATERIAL TEXTURE NUMBER 18
THICKNESS = 6.00 INCHES
POROSITY = 0.6710 VOL/VOL
FIELD CAPACITY = 0.2920 VOL/VOL
WILTING POINT = 0.0770 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2043 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.00
FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 18
THICKNESS
= 120.00
INCHES
POROSITY
= 0.6710
VOL/VOL
FIELD CAPACITY
= 0.2920
VOL/VOL
WILTING POINT
= 0.0770
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.3088
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.100000005000E-02 CM/SEC
LAYER 3
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 9
THICKNESS = 24.00 INCHES
POROSITY = 0.5010 VOL/VOL
FIELD CAPACITY = 0.2840 VOL/VOL
WILTING POINT = 0.1350 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.3033 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.190000006000E-03 CM/SEC
wi\9:l:�A!
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
Page 2

OUTDATA.OUT
THICKNESS =
0.25
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0943
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.17200005000 CM/SEC
SLOPE =
2.00
PERCENT
DRAINAGE LENGTH =
150.0
FEET
LAYER 5
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
INCHES
POROSITY
= 0.0000
VOL/VOL
FIELD CAPACITY
= 0.0000
VOL/VOL
WILTING POINT
= 0.0000
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.0000
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 1.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 1.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 6
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 16
THICKNESS = 24.00 INCHES
POROSITY = 0.4270 VOL/VOL
FIELD CAPACITY = 0.4180 VOL/VOL
WILTING POINT = 0.3670 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.4270 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.100000001000E-06 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
Page 3

OUTDATA.OUT
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULT
SOIL DATA BASE USING SOIL TEXTURE #18 WITH BARE
GROUND CONDITIONS, A SURFACE SLOPE OF 2A AND
A SLOPE LENGTH OF 150. FEET.
SCS RUNOFF CURVE NUMBER =
80.60
FRACTION OF AREA ALLOWING RUNOFF =
0.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE =
1.000
ACRES
EVAPORATIVE ZONE DEPTH =
12.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE =
2.903
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE =
8.052
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE =
0.924
INCHES
INITIAL SNOW WATER =
0.000
INCHES
INITIAL WATER IN LAYER MATERIALS =
55.827
INCHES
TOTAL INITIAL WATER =
55.827
INCHES
TOTAL SUBSURFACE INFLOW =
0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
CHARLOTTE NORTH CAROLINA
STATION
LATITUDE =
35.47
DEGREES
MAXIMUM
LEAF AREA INDEX =
2.00
START OF
GROWING SEASON (JULIAN DATE) =
83
END OF GROWING
SEASON (JULIAN DATE) =
312
EVAPORATIVE
ZONE DEPTH =
12.0
INCHES
AVERAGE
ANNUAL WIND SPEED =
7.50
MPH
AVERAGE
1ST QUARTER RELATIVE HUMIDITY =
64.00
AVERAGE
2ND QUARTER RELATIVE HUMIDITY =
67.00
AVERAGE
3RD QUARTER RELATIVE HUMIDITY =
74.00
AVERAGE
4TH QUARTER RELATIVE HUMIDITY =
70.00
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
4.66 3.60 4.61 2.94 3.44 4.56
Page 4

OUTDATA.OUT
5.26 4.41 4.25 3.66 3.10 3.28
NOTE: TEMPERATURE DATA WAS
SYNTHETICALLY
GENERATED USING
COEFFICIENTS FOR
CHARLOTTE
NORTH CAROLINA
NORMAL MEAN
MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV JUN/DEC
--------------
41.60 45.10
-------
52.70
-------
60.90
--------------
69.10 76.40
80.30 78.70
72.90
61.70
53.10 44.50
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
AND STATION LATITUDE = 35.47 DEGREES
RUNOFF
0.000
0.000
0.00
EVAPOTRANSPIRATION
35.228
127878.531
70.75
DRAINAGE COLLECTED FROM LAYER 4
12.6401
45883.590
25.39
PERC./LEAKAGE THROUGH LAYER 6
0.000020
0.073
0.00
AVG. HEAD ON TOP OF LAYER 5
0.0388
CHANGE IN WATER STORAGE
1.922
6975.548
3.86
SOIL WATER AT START OF YEAR
54.800
198922.984
SOIL WATER AT END OF YEAR
56.721
205898.531
SNOW WATER AT START OF YEAR
0.000
0.000
0.00
SNOW WATER AT END OF YEAR
0.000
0.000
0.00
ANNUAL WATER BUDGET BALANCE
0.0000
-0.049
0.00
Page 5

OUTDATA.OUT
*******************************************************************************
AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 5
-------------------------------------------------------------------------------
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
PRECIPITATION
TOTALS 4.11
3.57
4.88
2.59
3.66
5.89
5.19
4.28
3.93
5.10
1.80
3.15
STD. DEVIATIONS 2.93
1.58
1.47
1.64
2.27
1.45
1.82
3.41
1.42
2.71
1.51
1.66
RUNOFF
TOTALS 0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
STD. DEVIATIONS 0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
EVAPOTRANSPIRATION
TOTALS
1.551
2.104
3.216
3.284
3.917
4.181
5.442
3.266
3.182
1.835
1.392
1.166
STD. DEVIATIONS
0.262
0.137
0.152
0.902
1.781
1.262
1.555
1.811
1.506
0.273
0.129
0.138
LATERAL DRAINAGE COLLECTED FROM
LAYER 4
----------------------------------------
TOTALS
1.3787
1.6064
2.1222
1.4913
0.6874
0.4958
0.4665
0.7272
0.6882
0.6256
1.7404
1.4021
STD. DEVIATIONS
0.8037
1.4461
2.1903
0.5689
0.8847
0.8297
0.5219
0.7506
1.0155
0.6398
1.7720
0.6498
PERCOLATION/LEAKAGE
THROUGH LAYER 6
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
Page 6

OUTDATA.OUT
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD ON TOP OF LAYER 5
-------------------------------------
AVERAGES 0.0502 0.2157 0.6824 0.0561 0.0250 0.0187
0.0170 0.0265 0.0259 0.0228 0.0655 0.0511
STD. DEVIATIONS 0.0293 0.2966 1.4282 0.0214 0.0322 0.0312
0.0190 0.0273 0.0382 0.0233 0.0667 0.0237
*******************************************************************************
*******************************************************************************
AVERAGE ANNUAL TOTALS &
(STD. DEVIATIONS) FOR YEARS 1 THROUGH
5
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
-------------------
48.15 (
6.248)
-------------
174770.0
---------
100.00
RUNOFF
0.000 (
0.0000)
0.00
0.000
EVAPOTRANSPIRATION
34.535 (
1.0673)
125363.53
71.731
LATERAL DRAINAGE COLLECTED
13.43171 (
6.08448)
48757.113
27.89788
FROM LAYER 4
PERCOLATION/LEAKAGE THROUGH
0.00004 (
0.00005)
0.149
0.00009
LAYER 6
AVERAGE HEAD ON TOP
0.105 (
0.146)
OF LAYER 5
CHANGE IN WATER STORAGE 0.179 ( 1.8614) 649.16 0.371
*******************************************************************************
T
******************************************************************************
Page 7

OUTDATA.OUT
PEAK DAILY VALUES FOR YEARS 1 THROUGH 5
------------------------------------------------------------------------
(INCHES) (CU. FT.)
---------- -------------
PRECIPITATION 2.64 9583.200
RUNOFF 0.000 0.0000
DRAINAGE COLLECTED FROM LAYER 4 0.22244 807.45221
PERCOLATION/LEAKAGE THROUGH LAYER 6 0.000007 0.02386
AVERAGE HEAD ON TOP OF LAYER 5 7.403
MAXIMUM HEAD ON TOP OF LAYER 5 9.944
LOCATION OF MAXIMUM HEAD IN LAYER 4
(DISTANCE FROM DRAIN) 49.2 FEET
SNOW WATER 2.40 8695.3516
MAXIMUM VEG. SOIL WATER (VOL/VOL)
MINIMUM VEG. SOIL WATER (VOL/VOL)
*** Maximum heads are computed using McEnroe's equations. ***
Reference: Maximum Saturated Depth over Landfill Liner
by Bruce M. McEnroe, University of Kansas
ASCE Journal of Environmental Engineering
Vol. 119, No. 2, March 1993, pp. 262-270.
******************************************************************************
T
******************************************************************************
FINAL WATER STORAGE AT END OF YEAR 5
----------------------------------------------------------------------
LAYER (INCHES) (VOL/VOL)
----- -------- ---------
Page 8

OUTDATA.OUT
1 1.5262
0.2544
2 36.6936
0.3058
3 8.1453
0.3394
4 0.1083
0.4331
5 0.0000
0.0000
6 10.2480
0.4270
SNOW WATER 0.000
******************************************************************************
******************************************************************************
Page 9

10' WASTE - ACTIVE CONDITION
ALTERNATE BOTTOM LINER

OUTDATA.OUT
T
******************************************************************************
******************************************************************************
** **
** **
** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **
** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) **
** DEVELOPED BY ENVIRONMENTAL LABORATORY **
** USAE WATERWAYS EXPERIMENT STATION **
** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY **
** **
** **
******************************************************************************
******************************************************************************
PRECIPITATION DATA FILE: \DATA4.D4
TEMPERATURE DATA FILE: \DATA7.D7
SOLAR RADIATION DATA FILE: \DATA13.D13
EVAPOTRANSPIRATION DATA: \DATA11.D11
SOIL AND DESIGN DATA FILE: \DATA10.D10
OUTPUT DATA FILE: \OUTDATA.OUT
TIME: 17: 2 DATE: 11/ 6/2018
******************************************************************************
TITLE: ANSON LANDFILL PHASE 5
******************************************************************************
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE
COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.
LAYER 1
TYPE 1 - VERTICAL PERCOLATION LAYER
Page 1

OUTDATA.OUT
MATERIAL TEXTURE NUMBER 18
THICKNESS = 6.00 INCHES
POROSITY = 0.6710 VOL/VOL
FIELD CAPACITY = 0.2920 VOL/VOL
WILTING POINT = 0.0770 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2043 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.00
FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 18
THICKNESS
= 120.00
INCHES
POROSITY
= 0.6710
VOL/VOL
FIELD CAPACITY
= 0.2920
VOL/VOL
WILTING POINT
= 0.0770
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.3088
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.100000005000E-02 CM/SEC
LAYER 3
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 9
THICKNESS = 24.00 INCHES
POROSITY = 0.5010 VOL/VOL
FIELD CAPACITY = 0.2840 VOL/VOL
WILTING POINT = 0.1350 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.3033 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.190000006000E-03 CM/SEC
wi\9:l:�A!
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
Page 2

OUTDATA.OUT
THICKNESS =
0.25
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0943
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.17200005000 CM/SEC
SLOPE =
2.00
PERCENT
DRAINAGE LENGTH =
150.0
FEET
LAYER 5
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
INCHES
POROSITY
= 0.0000
VOL/VOL
FIELD CAPACITY
= 0.0000
VOL/VOL
WILTING POINT
= 0.0000
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.0000
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 1.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 1.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 6
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 0.50 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7470 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.499999997000E-08 CM/SEC
LAYER 7
Page 3

OUTDATA.OUT
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 18.00 INCHES
POROSITY = 0.4270 VOL/VOL
FIELD CAPACITY = 0.4180 VOL/VOL
WILTING POINT = 0.3670 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.4270 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.149999996000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULT
SOIL DATA BASE USING SOIL TEXTURE #18 WITH BARE
GROUND CONDITIONS, A SURFACE SLOPE OF 2A AND
A SLOPE LENGTH OF 150. FEET.
SCS RUNOFF CURVE NUMBER =
80.60
FRACTION OF AREA ALLOWING RUNOFF =
0.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE =
1.000
ACRES
EVAPORATIVE ZONE DEPTH =
12.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE =
2.903
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE =
8.052
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE =
0.924
INCHES
INITIAL SNOW WATER =
0.000
INCHES
INITIAL WATER IN LAYER MATERIALS =
53.639
INCHES
TOTAL INITIAL WATER =
53.639
INCHES
TOTAL SUBSURFACE INFLOW =
0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
CHARLOTTE NORTH CAROLINA
STATION LATITUDE = 35.47 DEGREES
MAXIMUM LEAF AREA INDEX = 2.00
START OF GROWING SEASON (JULIAN DATE) = 83
END OF GROWING SEASON (JULIAN DATE) = 312
EVAPORATIVE ZONE DEPTH = 12.0 INCHES
AVERAGE ANNUAL WIND SPEED = 7.50 MPH
Page 4

OUTDATA.OUT
AVERAGE
1ST
QUARTER
RELATIVE
HUMIDITY =
64.00
AVERAGE
2ND
QUARTER
RELATIVE
HUMIDITY =
67.00
AVERAGE
3RD
QUARTER
RELATIVE
HUMIDITY =
74.00
AVERAGE
4TH
QUARTER
RELATIVE
HUMIDITY =
70.00
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
JAN/JUL
FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV
JUN/DEC
-------
4.66
-------
3.60
-------
4.61
-------
2.94
-------
3.44
-------
4.56
5.26
4.41
4.25
3.66
3.10
3.28
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
41.60 45.10 52.70 60.90 69.10 76.40
80.30 78.70 72.90 61.70 53.10 44.50
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
AND STATION LATITUDE = 35.47 DEGREES
*******************************************************************************
AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 5
-------------------------------------------------------------------------------
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
PRECIPITATION
-------------
TOTALS 4.11 3.57 4.88 2.59 3.66 5.89
Page 5

OUTDATA.OUT
5.19
4.28
3.93
5.10
1.80
3.15
STD. DEVIATIONS
2.93
1.58
1.47
1.64
2.27
1.45
1.82
3.41
1.42
2.71
1.51
1.66
RUNOFF
TOTALS
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
STD. DEVIATIONS
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
EVAPOTRANSPIRATION
TOTALS
1.551
2.104
3.216
3.284
3.917
4.181
5.442
3.266
3.182
1.835
1.392
1.166
STD. DEVIATIONS
0.262
0.137
0.152
0.902
1.781
1.262
1.555
1.811
1.506
0.273
0.129
0.138
LATERAL DRAINAGE COLLECTED FROM LAYER 4
----------------------------------------
TOTALS
1.3787
1.6064
2.1222
1.4913
0.6875
0.4958
0.4665
0.7272
0.6882
0.6256
1.7404
1.4021
STD. DEVIATIONS
0.8037
1.4461
2.1903
0.5689
0.8847
0.8297
0.5219
0.7506
1.0155
0.6398
1.7720
0.6498
PERCOLATION/LEAKAGE
THROUGH LAYER
5
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER
7
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
Page 6

OUTDATA.OUT
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD
ON TOP OF LAYER
5
-------------------------------------
AVERAGES
0.0502
0.2157
0.6824
0.0561
0.0250
0.0187
0.0170
0.0265
0.0259
0.0228
0.0655
0.0511
STD. DEVIATIONS
0.0293
0.2966
1.4282
0.0214
0.0322
0.0312
0.0190
0.0273
0.0382
0.0233
0.0667
0.0237
DAILY AVERAGE HEAD
ON TOP OF LAYER
7
-------------------------------------
AVERAGES
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
AVERAGE ANNUAL TOTALS &
(STD. DEVIATIONS) FOR YEARS 1 THROUGH
5
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
-------------------
48.15 (
6.248)
-------------
174770.0
---------
100.00
RUNOFF
0.000 (
0.0000)
0.00
0.000
EVAPOTRANSPIRATION
34.535 (
1.0673)
125363.53
71.731
LATERAL DRAINAGE COLLECTED
13.43174 (
6.08451)
48757.234
27.89795
FROM LAYER 4
PERCOLATION/LEAKAGE THROUGH
LAYER 5
AVERAGE HEAD ON TOP
OF LAYER 5
PERCOLATION/LEAKAGE THROUGH
LAYER 7
0.105 ( 0.146)
AVERAGE HEAD ON TOP 0.000 ( 0.000)
Page 7
[aXcZIi Bxsi.lcl*A
c c� c c.co

OUTDATA.OUT
OF LAYER 7
CHANGE IN WATER STORAGE 0.179 ( 1.8614) 649.16 0.371
*******************************************************************************
T
******************************************************************************
PEAK DAILY VALUES
FOR YEARS
1 THROUGH
5
------------------------------------------------------------------------
(INCHES)
----------
(CU. FT.)
-------------
PRECIPITATION
2.64
9583.200
RUNOFF
0.000
0.0000
DRAINAGE COLLECTED
FROM LAYER
4
0.22244
807.45233
PERCOLATION/LEAKAGE
THROUGH
LAYER 5
0.000002
0.00782
AVERAGE HEAD ON TOP
OF LAYER
5
7.403
MAXIMUM HEAD ON TOP
OF LAYER
5
9.944
LOCATION OF MAXIMUM
HEAD IN
LAYER 4
(DISTANCE FROM DRAIN)
49.2 FEET
PERCOLATION/LEAKAGE
THROUGH
LAYER 7
0.000002
0.00782
AVERAGE HEAD ON TOP
OF LAYER
7
0.000
SNOW WATER
2.40
8695.3516
MAXIMUM VEG. SOIL WATER (VOL/VOL)
MINIMUM VEG. SOIL WATER (VOL/VOL)
r
1011fflw
*** Maximum heads are computed using McEnroe's equations. ***
Reference: Maximum Saturated Depth over Landfill Liner
by Bruce M. McEnroe, University of Kansas
ASCE Journal of Environmental Engineering
Vol. 119, No. 2, March 1993, pp. 262-270.
Page 8

OUTDATA.OUT
******************************************************************************
T
******************************************************************************
FINAL WATER STORAGE AT END OF YEAR 5
LAYER
(INCHES)
(VOL/VOL)
-----
1
--------
1.5262
---------
0.2544
2
36.6936
0.3058
3
8.1453
0.3394
4
0.1083
0.4331
5
0.0000
0.0000
6
0.3735
0.7470
7
7.6860
0.4270
SNOW WATER 0.000
******************************************************************************
******************************************************************************
Page 9

90' WASTE - INTERMEDIATE CONDITION
STANDARD BOTTOM LINER

OUTDATA.OUT
T
******************************************************************************
******************************************************************************
** **
** **
** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **
** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) **
** DEVELOPED BY ENVIRONMENTAL LABORATORY **
** USAE WATERWAYS EXPERIMENT STATION **
** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY **
** **
** **
******************************************************************************
******************************************************************************
PRECIPITATION DATA FILE: \DATA4.D4
TEMPERATURE DATA FILE: \DATA7.D7
SOLAR RADIATION DATA FILE: \DATA13.D13
EVAPOTRANSPIRATION DATA: \DATA11.D11
SOIL AND DESIGN DATA FILE: \DATA10.D10
OUTPUT DATA FILE: \OUTDATA.OUT
TIME: 16:47 DATE: 10/25/2018
******************************************************************************
TITLE: ANSON LANDFILL PHASE 5
******************************************************************************
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE
COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.
LAYER 1
TYPE 1 - VERTICAL PERCOLATION LAYER
Page 1

OUTDATA.OUT
MATERIAL TEXTURE NUMBER 18
THICKNESS = 6.00 INCHES
POROSITY = 0.6710 VOL/VOL
FIELD CAPACITY = 0.2920 VOL/VOL
WILTING POINT = 0.0770 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2042 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.00
FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 18
THICKNESS = 1080.00 INCHES
POROSITY = 0.6710 VOL/VOL
FIELD CAPACITY = 0.2920 VOL/VOL
WILTING POINT = 0.0770 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2939 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC
LAYER 3
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 9
THICKNESS = 24.00 INCHES
POROSITY = 0.5010 VOL/VOL
FIELD CAPACITY = 0.2840 VOL/VOL
WILTING POINT = 0.1350 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.3012 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.190000006000E-03 CM/SEC
wi\9:l:�A!
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
Page 2

OUTDATA.OUT
THICKNESS =
0.25
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.1322
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.03999996000 CM/SEC
SLOPE =
2.00
PERCENT
DRAINAGE LENGTH =
150.0
FEET
LAYER 5
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
INCHES
POROSITY
= 0.0000
VOL/VOL
FIELD CAPACITY
= 0.0000
VOL/VOL
WILTING POINT
= 0.0000
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.0000
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 1.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 1.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 6
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 16
THICKNESS = 24.00 INCHES
POROSITY = 0.4270 VOL/VOL
FIELD CAPACITY = 0.4180 VOL/VOL
WILTING POINT = 0.3670 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.4270 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.100000001000E-06 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
Page 3

OUTDATA.OUT
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULT
SOIL DATA BASE USING SOIL TEXTURE #18 WITH BARE
GROUND CONDITIONS, A SURFACE SLOPE OF 2A AND
A SLOPE LENGTH OF 150. FEET.
SCS RUNOFF CURVE NUMBER =
80.60
FRACTION OF AREA ALLOWING RUNOFF =
25.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE =
1.000
ACRES
EVAPORATIVE ZONE DEPTH =
12.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE =
2.903
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE =
8.052
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE =
0.924
INCHES
INITIAL SNOW WATER =
0.000
INCHES
INITIAL WATER IN LAYER MATERIALS =
336.173
INCHES
TOTAL INITIAL WATER =
336.173
INCHES
TOTAL SUBSURFACE INFLOW =
0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
CHARLOTTE NORTH CAROLINA
STATION
LATITUDE =
35.47
DEGREES
MAXIMUM
LEAF AREA INDEX =
2.00
START OF
GROWING SEASON (JULIAN DATE) =
83
END OF GROWING
SEASON (JULIAN DATE) =
312
EVAPORATIVE
ZONE DEPTH =
12.0
INCHES
AVERAGE
ANNUAL WIND SPEED =
7.50
MPH
AVERAGE
1ST QUARTER RELATIVE HUMIDITY =
64.00
AVERAGE
2ND QUARTER RELATIVE HUMIDITY =
67.00
AVERAGE
3RD QUARTER RELATIVE HUMIDITY =
74.00
AVERAGE
4TH QUARTER RELATIVE HUMIDITY =
70.00
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
4.66 3.60 4.61 2.94 3.44 4.56
Page 4

OUTDATA.OUT
5.26 4.41 4.25 3.66 3.10 3.28
NOTE: TEMPERATURE DATA WAS
SYNTHETICALLY
GENERATED USING
COEFFICIENTS FOR
CHARLOTTE
NORTH CAROLINA
NORMAL MEAN
MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV JUN/DEC
--------------
41.60 45.10
-------
52.70
-------
60.90
--------------
69.10 76.40
80.30 78.70
72.90
61.70
53.10 44.50
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
AND STATION LATITUDE = 35.47 DEGREES
*******************************************************************************
AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 5
-------------------------------------------------------------------------------
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
PRECIPITATION
TOTALS 4.11
3.57
4.88
2.59
3.66
5.89
5.19
4.28
3.93
5.10
1.80
3.15
STD. DEVIATIONS 2.93
1.58
1.47
1.64
2.27
1.45
1.82
3.41
1.42
2.71
1.51
1.66
RUNOFF
TOTALS 0.017
0.000
0.015
0.000
0.007
0.018
0.003
0.009
0.029
0.040
0.000
0.002
STD. DEVIATIONS 0.023
0.000
0.030
0.000
0.015
0.024
0.004
0.018
0.029
0.042
0.001
0.002
EVAPOTRANSPIRATION
------------------
TOTALS 1.551 2.104 3.216 3.279 3.927 4.176
Page 5

OUTDATA.OUT
5.446
3.266
3.182
1.845
1.392
1.166
STD. DEVIATIONS
0.262
0.137
0.152
0.895
1.786
1.263
1.550
1.811
1.509
0.267
0.129
0.137
LATERAL DRAINAGE COLLECTED FROM
LAYER 4
----------------------------------------
TOTALS
1.3108
0.9122
1.4133
1.9082
1.7298
0.7210
0.4009
0.8145
0.4617
0.7437
0.8659
1.8578
STD. DEVIATIONS
0.2992
0.5622
0.9336
1.0305
1.1966
0.7901
0.5581
0.8309
0.7897
0.9300
0.7190
1.0280
PERCOLATION/LEAKAGE
THROUGH LAYER 6
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD ON TOP OF LAYER
5
-------------------------------------
AVERAGES 0.0538
0.0412
0.0580
0.0809
0.0710
0.0306
0.0165
0.0334
0.0196
0.0305
0.0367
0.0763
STD. DEVIATIONS 0.0123
0.0257
0.0383
0.0437
0.0491
0.0335
0.0229
0.0341
0.0335
0.0382
0.0305
0.0422
AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH 5
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
------------------- ------------- ---------
PRECIPITATION 48.15 ( 6.248) 174770.0 100.00
RUNOFF 0.140 ( 0.0923) 508.64 0.291
Page 6

W9e1all 9:7_1►1.124:fil0to]
LATERAL DRAINAGE COLLECTED
FROM LAYER 4
PERCOLATION/LEAKAGE THROUGH
LAYER 6
AVERAGE HEAD ON TOP
OF LAYER 5
OUTDATA.OUT
34.549 ( 1.0774)
13.13985 ( 5.77068)
125414.27 71.760
47697.660 27.29168
CHANGE IN WATER STORAGE 0.317 ( 1.5943) 1149.31 0.658
*******************************************************************************
T
******************************************************************************
PEAK DAILY VALUES FOR YEARS
1 THROUGH
5
------------------------------------------------------------------------
(INCHES)
----------
(CU. FT.)
-------------
PRECIPITATION
2.64
9583.200
RUNOFF
0.062
223.7073
DRAINAGE COLLECTED FROM LAYER 4
0.14354
521.04431
PERCOLATION/LEAKAGE THROUGH LAYER 6
0.000000
0.00080
AVERAGE HEAD ON TOP OF LAYER 5
0.183
MAXIMUM HEAD ON TOP OF LAYER 5
0.352
LOCATION OF MAXIMUM HEAD IN LAYER 4
(DISTANCE FROM DRAIN)
5.5 FEET
SNOW WATER
2.40
8695.3516
MAXIMUM VEG. SOIL WATER (VOL/VOL)
0.3993
MINIMUM VEG. SOIL WATER (VOL/VOL)
0.0770
Page 7

OUTDATA.OUT
*** Maximum heads are computed using McEnroe's equations. ***
Reference: Maximum Saturated Depth over Landfill Liner
by Bruce M. McEnroe, University of Kansas
ASCE Journal of Environmental Engineering
Vol. 119, No. 2, March 1993, pp. 262-270.
******************************************************************************
T
******************************************************************************
FINAL WATER STORAGE AT END OF YEAR 5
----------------------------------------------------------------------
LAYER (INCHES) (VOL/VOL)
----------------------
1 1.5263 0.2544
2 317.6595 0.2941
3 8.2380 0.3433
4 0.0841 0.3364
cote o ccot
6 10.2480 0.4270
SNOW WATER 0.000
******************************************************************************
******************************************************************************
Page 8

90' WASTE - INTERMEDIATE CONDITION
ALTERNATE BOTTOM LINER

OUTDATA.OUT
T
******************************************************************************
******************************************************************************
** **
** **
** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **
** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) **
** DEVELOPED BY ENVIRONMENTAL LABORATORY **
** USAE WATERWAYS EXPERIMENT STATION **
** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY **
** **
** **
******************************************************************************
******************************************************************************
PRECIPITATION DATA FILE: \DATA4.D4
TEMPERATURE DATA FILE: \DATA7.D7
SOLAR RADIATION DATA FILE: \DATA13.D13
EVAPOTRANSPIRATION DATA: \DATA11.D11
SOIL AND DESIGN DATA FILE: \DATA10.D10
OUTPUT DATA FILE: \OUTDATA.OUT
TIME: 17:25 DATE: 8/30/2018
******************************************************************************
TITLE: ANSON LANDFILL PHASE 5
******************************************************************************
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE
COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.
LAYER 1
TYPE 1 - VERTICAL PERCOLATION LAYER
Page 1

OUTDATA.OUT
MATERIAL TEXTURE NUMBER 18
THICKNESS = 6.00 INCHES
POROSITY = 0.6710 VOL/VOL
FIELD CAPACITY = 0.2920 VOL/VOL
WILTING POINT = 0.0770 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2042 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.00
FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 18
THICKNESS = 1080.00 INCHES
POROSITY = 0.6710 VOL/VOL
FIELD CAPACITY = 0.2920 VOL/VOL
WILTING POINT = 0.0770 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2939 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC
LAYER 3
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 9
THICKNESS = 24.00 INCHES
POROSITY = 0.5010 VOL/VOL
FIELD CAPACITY = 0.2840 VOL/VOL
WILTING POINT = 0.1350 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.3012 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.190000006000E-03 CM/SEC
wi\9:l:�A!
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
Page 2

OUTDATA.OUT
THICKNESS =
0.25
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0864
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.75000000000 CM/SEC
SLOPE =
2.00
PERCENT
DRAINAGE LENGTH =
150.0
FEET
LAYER 5
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
INCHES
POROSITY
= 0.0000
VOL/VOL
FIELD CAPACITY
= 0.0000
VOL/VOL
WILTING POINT
= 0.0000
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.0000
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 1.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 1.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 6
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 0.50 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7470 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.499999997000E-08 CM/SEC
LAYER 7
Page 3

OUTDATA.OUT
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 18.00 INCHES
POROSITY = 0.4270 VOL/VOL
FIELD CAPACITY = 0.4180 VOL/VOL
WILTING POINT = 0.3670 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.4270 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.149999996000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULT
SOIL DATA BASE USING SOIL TEXTURE #18 WITH BARE
GROUND CONDITIONS, A SURFACE SLOPE OF 2A AND
A SLOPE LENGTH OF 150. FEET.
SCS RUNOFF CURVE NUMBER =
80.60
FRACTION OF AREA ALLOWING RUNOFF =
25.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE =
1.000
ACRES
EVAPORATIVE ZONE DEPTH =
12.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE =
2.903
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE =
8.052
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE =
0.924
INCHES
INITIAL SNOW WATER =
0.000
INCHES
INITIAL WATER IN LAYER MATERIALS =
333.973
INCHES
TOTAL INITIAL WATER =
333.973
INCHES
TOTAL SUBSURFACE INFLOW =
0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
CHARLOTTE NORTH CAROLINA
STATION LATITUDE = 35.47 DEGREES
MAXIMUM LEAF AREA INDEX = 2.00
START OF GROWING SEASON (JULIAN DATE) = 83
END OF GROWING SEASON (JULIAN DATE) = 312
EVAPORATIVE ZONE DEPTH = 12.0 INCHES
AVERAGE ANNUAL WIND SPEED = 7.50 MPH
Page 4

OUTDATA.OUT
AVERAGE
1ST
QUARTER
RELATIVE
HUMIDITY =
64.00
AVERAGE
2ND
QUARTER
RELATIVE
HUMIDITY =
67.00
AVERAGE
3RD
QUARTER
RELATIVE
HUMIDITY =
74.00
AVERAGE
4TH
QUARTER
RELATIVE
HUMIDITY =
70.00
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
JAN/JUL
FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV
JUN/DEC
-------
4.66
-------
3.60
-------
4.61
-------
2.94
-------
3.44
-------
4.56
5.26
4.41
4.25
3.66
3.10
3.28
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
41.60 45.10 52.70 60.90 69.10 76.40
80.30 78.70 72.90 61.70 53.10 44.50
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
AND STATION LATITUDE = 35.47 DEGREES
AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 5
-------------------------------------------------------------------------------
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
PRECIPITATION
-------------
TOTALS 4.11 3.57 4.88 2.59 3.66 5.89
5.19 4.28 3.93 5.10 1.80 3.15
Page 5

OUTDATA.OUT
STD. DEVIATIONS 2.93 1.58 1.47 1.64 2.27 1.45
1.82 3.41 1.42 2.71 1.51 1.66
Z�09 .1
TOTALS 0.017
0.000
0.015
0.000
0.007
0.018
0.003
0.009
0.029
0.040
0.000
0.002
STD. DEVIATIONS 0.023
0.000
0.030
0.000
0.015
0.024
0.004
0.018
0.029
0.042
0.001
0.002
EVAPOTRANSPIRATION
TOTALS
1.551
2.104
3.216
3.279
3.927
4.176
5.446
3.266
3.182
1.845
1.392
1.166
STD. DEVIATIONS
0.262
0.137
0.152
0.895
1.786
1.263
1.550
1.811
1.509
0.267
0.129
0.137
LATERAL DRAINAGE COLLECTED FROM LAYER 4
----------------------------------------
TOTALS
1.3071
0.9064
1.4212
1.9129
1.7179
0.7137
0.4074
0.8102
0.4631
0.7360
0.8797
1.8661
STD. DEVIATIONS
0.3039
0.5718
0.9322
1.0355
1.1976
0.7955
0.5538
0.8299
0.7821
0.9186
0.7359
1.0324
PERCOLATION/LEAKAGE
THROUGH LAYER
5
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER
7
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
Page 6

OUTDATA.OUT
DAILY AVERAGE HEAD
ON TOP OF LAYER
5
-------------------------------------
AVERAGES
0.0319
0.0244
0.0347
0.0482
0.0419
0.0180
0.0099
0.0198
0.0117
0.0180
0.0222
0.0455
STD. DEVIATIONS
0.0074
0.0155
0.0227
0.0261
0.0292
0.0201
0.0135
0.0202
0.0197
0.0224
0.0186
0.0252
DAILY AVERAGE HEAD
ON TOP OF LAYER
7
-------------------------------------
AVERAGES
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
*******************************************************************************
*******************************************************************************
AVERAGE ANNUAL TOTALS &
(STD. DEVIATIONS) FOR YEARS 1 THROUGH
5
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
-------------------
48.15 (
6.248)
-------------
174770.0
---------
100.00
RUNOFF
0.140 (
0.0923)
508.64
0.291
EVAPOTRANSPIRATION
34.549 (
1.0774)
125414.27
71.760
LATERAL DRAINAGE COLLECTED
13.14170 (
5.77929)
47704.367
27.29552
FROM LAYER 4
PERCOLATION/LEAKAGE THROUGH
LAYER 5
AVERAGE HEAD ON TOP
OF LAYER 5
PERCOLATION/LEAKAGE THROUGH
LAYER 7
AVERAGE HEAD ON TOP
OF LAYER 7
G GGGGG G GGGGG
0.027 ( 0.012)
G .GGG. G GGGGG
Page 7

OUTDATA.OUT
CHANGE IN WATER STORAGE 0.315 ( 1.6062) 1142.66 0.654
*******************************************************************************
T
******************************************************************************
PEAK DAILY VALUES
FOR YEARS
1 THROUGH
5
------------------------------------------------------------------------
(INCHES)
----------
(CU. FT.)
-------------
PRECIPITATION
2.64
9583.200
RUNOFF
0.062
223.7073
DRAINAGE COLLECTED
FROM LAYER
4
0.15427
559.99432
PERCOLATION/LEAKAGE
THROUGH
LAYER 5
0.000000
0.00010
AVERAGE HEAD ON TOP
OF LAYER
5
0.117
MAXIMUM HEAD ON TOP
OF LAYER
5
0.227
LOCATION OF MAXIMUM
HEAD IN
LAYER 4
(DISTANCE FROM DRAIN)
3.9 FEET
PERCOLATION/LEAKAGE
THROUGH
LAYER 7
0.000000
0.00010
AVERAGE HEAD ON TOP
OF LAYER
7
0.000
SNOW WATER
2.40
8695.3516
MAXIMUM VEG. SOIL WATER (VOL/VOL)
MINIMUM VEG. SOIL WATER (VOL/VOL)
0.3993
*** Maximum heads are computed using McEnroe's equations. ***
Reference: Maximum Saturated Depth over Landfill Liner
by Bruce M. McEnroe, University of Kansas
ASCE Journal of Environmental Engineering
Vol. 119, No. 2, March 1993, pp. 262-270.
Page 8

OUTDATA.OUT
******************************************************************************
T
******************************************************************************
FINAL WATER
STORAGE AT
END OF YEAR 5
----------------------------------------------------------------------
LAYER
(INCHES)
(VOL/VOL)
-----
1
--------
1.5263
---------
0.2544
2
317.6595
0.2941
3
8.2380
0.3433
4
0.0635
0.2540
5
0.0000
0.0000
6
0.3735
0.7470
7 7.6860 0.4270
SNOW WATER 0.000
******************************************************************************
******************************************************************************
Page 9

250' WASTE - INTERMEDIATE CONDITION
STANDARD BOTTOM LINER

OUTDATA.OUT
T
******************************************************************************
******************************************************************************
** **
** **
** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **
** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) **
** DEVELOPED BY ENVIRONMENTAL LABORATORY **
** USAE WATERWAYS EXPERIMENT STATION **
** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY **
** **
** **
******************************************************************************
******************************************************************************
PRECIPITATION DATA FILE: \DATA4.D4
TEMPERATURE DATA FILE: \DATA7.D7
SOLAR RADIATION DATA FILE: \DATA13.D13
EVAPOTRANSPIRATION DATA: \DATA11.D11
SOIL AND DESIGN DATA FILE: \DATA10.D10
OUTPUT DATA FILE: \OUTDATA.OUT
TIME: 7:53 DATE: 8/31/2018
******************************************************************************
TITLE: ANSON LANDFILL PHASE 5
******************************************************************************
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE
COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.
LAYER 1
TYPE 1 - VERTICAL PERCOLATION LAYER
Page 1

OUTDATA.OUT
MATERIAL TEXTURE NUMBER 23
THICKNESS = 12.00 INCHES
POROSITY = 0.4610 VOL/VOL
FIELD CAPACITY = 0.3600 VOL/VOL
WILTING POINT = 0.2030 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.3348 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.900000032000E-05 CM/SEC
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.00
FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 18
THICKNESS = 3000.00 INCHES
POROSITY = 0.6710 VOL/VOL
FIELD CAPACITY = 0.2920 VOL/VOL
WILTING POINT = 0.0770 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2920 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC
LAYER 3
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 9
THICKNESS = 24.00 INCHES
POROSITY = 0.5010 VOL/VOL
FIELD CAPACITY = 0.2840 VOL/VOL
WILTING POINT = 0.1350 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2859 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.190000006000E-03 CM/SEC
wi\9:l:�A!
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
Page 2

OUTDATA.OUT
THICKNESS
= 0.25
INCHES
POROSITY
= 0.8500
VOL/VOL
FIELD CAPACITY
= 0.0100
VOL/VOL
WILTING POINT
= 0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.0161
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.409999996000 CM/SEC
SLOPE
= 2.00
PERCENT
DRAINAGE LENGTH
= 150.0
FEET
LAYER 5
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
INCHES
POROSITY
= 0.0000
VOL/VOL
FIELD CAPACITY
= 0.0000
VOL/VOL
WILTING POINT
= 0.0000
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.0000
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 1.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 1.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 6
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 16
THICKNESS = 24.00 INCHES
POROSITY = 0.4270 VOL/VOL
FIELD CAPACITY = 0.4180 VOL/VOL
WILTING POINT = 0.3670 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.4270 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.100000001000E-06 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
Page 3

OUTDATA.OUT
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULT
SOIL DATA BASE USING SOIL TEXTURE #23 WITH BARE
GROUND CONDITIONS, A SURFACE SLOPE OF 33A AND
A SLOPE LENGTH OF 30. FEET.
SCS RUNOFF CURVE NUMBER =
97.30
FRACTION OF AREA ALLOWING RUNOFF =
100.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE =
1.000
ACRES
EVAPORATIVE ZONE DEPTH =
12.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE =
4.017
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE =
5.532
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE =
2.436
INCHES
INITIAL SNOW WATER =
0.000
INCHES
INITIAL WATER IN LAYER MATERIALS =
897.132
INCHES
TOTAL INITIAL WATER =
897.132
INCHES
TOTAL SUBSURFACE INFLOW =
0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
CHARLOTTE NORTH CAROLINA
STATION
LATITUDE =
35.47
DEGREES
MAXIMUM
LEAF AREA INDEX =
2.00
START OF
GROWING SEASON (JULIAN DATE) =
83
END OF GROWING
SEASON (JULIAN DATE) =
312
EVAPORATIVE
ZONE DEPTH =
12.0
INCHES
AVERAGE
ANNUAL WIND SPEED =
7.50
MPH
AVERAGE
1ST QUARTER RELATIVE HUMIDITY =
64.00
AVERAGE
2ND QUARTER RELATIVE HUMIDITY =
67.00
AVERAGE
3RD QUARTER RELATIVE HUMIDITY =
74.00
AVERAGE
4TH QUARTER RELATIVE HUMIDITY =
70.00
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
4.66 3.60 4.61 2.94 3.44 4.56
Page 4

OUTDATA.OUT
5.26 4.41 4.25 3.66 3.10 3.28
NOTE: TEMPERATURE DATA WAS
SYNTHETICALLY
GENERATED USING
COEFFICIENTS FOR
CHARLOTTE
NORTH CAROLINA
NORMAL MEAN
MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV JUN/DEC
--------------
41.60 45.10
-------
52.70
-------
60.90
--------------
69.10 76.40
80.30 78.70
72.90
61.70
53.10 44.50
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
AND STATION LATITUDE = 35.47 DEGREES
*******************************************************************************
AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 5
-------------------------------------------------------------------------------
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
PRECIPITATION
TOTALS 4.11
3.57
4.88
2.59
3.66
5.89
5.19
4.28
3.93
5.10
1.80
3.15
STD. DEVIATIONS 2.93
1.58
1.47
1.64
2.27
1.45
1.82
3.41
1.42
2.71
1.51
1.66
RUNOFF
TOTALS 2.084
1.392
2.139
0.681
1.468
2.601
1.919
1.735
1.975
2.912
0.645
1.320
STD. DEVIATIONS 2.033
0.929
1.127
0.598
1.395
0.701
0.915
1.913
0.917
2.009
0.674
1.005
EVAPOTRANSPIRATION
------------------
TOTALS 1.440 2.014 2.993 2.571 2.596 2.800
Page 5

OUTDATA.OUT
3.786
2.293
1.951
1.393
1.401
1.006
STD. DEVIATIONS
0.276
0.204
0.250
0.990
1.368
0.702
1.293
1.338
0.989
0.625
0.106
0.110
LATERAL DRAINAGE COLLECTED FROM
LAYER 4
----------------------------------------
TOTALS
0.0934
0.2445
0.3819
0.0907
0.0014
0.0003
0.0010
0.0006
0.0000
0.0034
0.0210
0.0007
STD. DEVIATIONS
0.1082
0.4235
0.3807
0.1227
0.0022
0.0003
0.0012
0.0011
0.0000
0.0074
0.0457
0.0005
PERCOLATION/LEAKAGE
THROUGH LAYER 6
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD ON TOP OF LAYER
5
-------------------------------------
AVERAGES 0.0097
0.0281
0.0398
0.0098
0.0001
0.0000
0.0001
0.0001
0.0000
0.0004
0.0023
0.0001
STD. DEVIATIONS 0.0113
0.0489
0.0396
0.0132
0.0002
0.0000
0.0001
0.0001
0.0000
0.0008
0.0049
0.0001
AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH 5
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
------------------- ------------- ---------
PRECIPITATION 48.15 ( 6.248) 174770.0 100.00
RUNOFF 20.871 ( 4.7759) 75762.86 43.350
Page 6

W9e1all 9:7_1►1.124:fil0to]
LATERAL DRAINAGE COLLECTED
FROM LAYER 4
PERCOLATION/LEAKAGE THROUGH
LAYER 6
AVERAGE HEAD ON TOP
OF LAYER 5
OUTDATA.OUT
26.244 ( 1.1909)
0.83896 ( 0.67072)
95266.06 54.509
3045.433 1.74254
CHANGE IN WATER STORAGE 0.192 ( 0.6462) 695.65 0.398
*******************************************************************************
T
******************************************************************************
PEAK DAILY VALUES FOR YEARS
1 THROUGH
5
------------------------------------------------------------------------
(INCHES)
----------
(CU. FT.)
-------------
PRECIPITATION
2.64
9583.200
RUNOFF
1.965
7133.6997
DRAINAGE COLLECTED FROM LAYER 4
0.06732
244.35866
PERCOLATION/LEAKAGE THROUGH LAYER 6
0.000000
0.00094
AVERAGE HEAD ON TOP OF LAYER 5
0.217
MAXIMUM HEAD ON TOP OF LAYER 5
0.416
LOCATION OF MAXIMUM HEAD IN LAYER 4
(DISTANCE FROM DRAIN)
6.2 FEET
SNOW WATER
2.40
8695.3516
MAXIMUM VEG. SOIL WATER (VOL/VOL)
0.4201
MINIMUM VEG. SOIL WATER (VOL/VOL)
0.2030
Page 7

OUTDATA.OUT
*** Maximum heads are computed using McEnroe's equations. ***
Reference: Maximum Saturated Depth over Landfill Liner
by Bruce M. McEnroe, University of Kansas
ASCE Journal of Environmental Engineering
Vol. 119, No. 2, March 1993, pp. 262-270.
******************************************************************************
T
******************************************************************************
FINAL WATER STORAGE AT END OF YEAR 5
----------------------------------------------------------------------
LAYER (INCHES) (VOL/VOL)
----------------------
1 4.5814 0.3818
2 876.4203 0.2921
3 6.8369 0.2849
..30 0.0121
0.0000 c 4
6 10.2480 0.4270
SNOW WATER 0.000
******************************************************************************
******************************************************************************
Page 8

250' WASTE - INTERMEDIATE CONDITION
ALTERNATE BOTTOM LINER

OUTDATA.OUT
T
******************************************************************************
******************************************************************************
** **
** **
** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **
** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) **
** DEVELOPED BY ENVIRONMENTAL LABORATORY **
** USAE WATERWAYS EXPERIMENT STATION **
** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY **
** **
** **
******************************************************************************
******************************************************************************
PRECIPITATION DATA FILE: \DATA4.D4
TEMPERATURE DATA FILE: \DATA7.D7
SOLAR RADIATION DATA FILE: \DATA13.D13
EVAPOTRANSPIRATION DATA: \DATA11.D11
SOIL AND DESIGN DATA FILE: \DATA10.D10
OUTPUT DATA FILE: \OUTDATA.OUT
TIME: 8:38 DATE: 8/31/2018
******************************************************************************
TITLE: ANSON LANDFILL PHASE 5
******************************************************************************
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE
COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.
LAYER 1
TYPE 1 - VERTICAL PERCOLATION LAYER
Page 1

OUTDATA.OUT
MATERIAL TEXTURE NUMBER 23
THICKNESS = 12.00 INCHES
POROSITY = 0.4610 VOL/VOL
FIELD CAPACITY = 0.3600 VOL/VOL
WILTING POINT = 0.2030 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.3348 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.900000032000E-05 CM/SEC
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.00
FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 18
THICKNESS = 3000.00 INCHES
POROSITY = 0.6710 VOL/VOL
FIELD CAPACITY = 0.2920 VOL/VOL
WILTING POINT = 0.0770 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2920 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC
LAYER 3
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 9
THICKNESS = 24.00 INCHES
POROSITY = 0.5010 VOL/VOL
FIELD CAPACITY = 0.2840 VOL/VOL
WILTING POINT = 0.1350 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2859 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.190000006000E-03 CM/SEC
wi\9:l:�A!
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
Page 2

OUTDATA.OUT
THICKNESS
= 0.25
INCHES
POROSITY
= 0.8500
VOL/VOL
FIELD CAPACITY
= 0.0100
VOL/VOL
WILTING POINT
= 0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.0161
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.409999996000 CM/SEC
SLOPE
= 2.00
PERCENT
DRAINAGE LENGTH
= 150.0
FEET
LAYER 5
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
INCHES
POROSITY
= 0.0000
VOL/VOL
FIELD CAPACITY
= 0.0000
VOL/VOL
WILTING POINT
= 0.0000
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.0000
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 1.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 1.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 6
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 0.50 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7470 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.499999997000E-08 CM/SEC
LAYER 7
Page 3

OUTDATA.OUT
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 16
THICKNESS = 24.00 INCHES
POROSITY = 0.4270 VOL/VOL
FIELD CAPACITY = 0.4180 VOL/VOL
WILTING POINT = 0.3670 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.4270 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.100000001000E-06 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULT
SOIL DATA BASE USING SOIL TEXTURE #23 WITH BARE
GROUND CONDITIONS, A SURFACE SLOPE OF 33A AND
A SLOPE LENGTH OF 30. FEET.
SCS RUNOFF CURVE NUMBER =
97.30
FRACTION OF AREA ALLOWING RUNOFF =
100.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE =
1.000
ACRES
EVAPORATIVE ZONE DEPTH =
12.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE =
4.017
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE =
5.532
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE =
2.436
INCHES
INITIAL SNOW WATER =
0.000
INCHES
INITIAL WATER IN LAYER MATERIALS =
897.505
INCHES
TOTAL INITIAL WATER =
897.505
INCHES
TOTAL SUBSURFACE INFLOW =
0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
CHARLOTTE NORTH CAROLINA
STATION LATITUDE = 35.47 DEGREES
MAXIMUM LEAF AREA INDEX = 2.00
START OF GROWING SEASON (JULIAN DATE) = 83
END OF GROWING SEASON (JULIAN DATE) = 312
EVAPORATIVE ZONE DEPTH = 12.0 INCHES
AVERAGE ANNUAL WIND SPEED = 7.50 MPH
Page 4

OUTDATA.OUT
AVERAGE
1ST
QUARTER
RELATIVE
HUMIDITY =
64.00
AVERAGE
2ND
QUARTER
RELATIVE
HUMIDITY =
67.00
AVERAGE
3RD
QUARTER
RELATIVE
HUMIDITY =
74.00
AVERAGE
4TH
QUARTER
RELATIVE
HUMIDITY =
70.00
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
JAN/JUL
FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV
JUN/DEC
-------
4.66
-------
3.60
-------
4.61
-------
2.94
-------
3.44
-------
4.56
5.26
4.41
4.25
3.66
3.10
3.28
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
41.60 45.10 52.70 60.90 69.10 76.40
80.30 78.70 72.90 61.70 53.10 44.50
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
AND STATION LATITUDE = 35.47 DEGREES
AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 5
-------------------------------------------------------------------------------
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
PRECIPITATION
-------------
TOTALS 4.11 3.57 4.88 2.59 3.66 5.89
5.19 4.28 3.93 5.10 1.80 3.15
Page 5

OUTDATA.OUT
STD. DEVIATIONS 2.93 1.58 1.47 1.64 2.27 1.45
1.82 3.41 1.42 2.71 1.51 1.66
Z�09 .1
TOTALS 2.084
1.392
2.139
0.681
1.468
2.601
1.919
1.735
1.975
2.912
0.645
1.320
STD. DEVIATIONS 2.033
0.929
1.127
0.598
1.395
0.701
0.915
1.913
0.917
2.009
0.674
1.005
EVAPOTRANSPIRATION
TOTALS
1.440
2.014
2.993
2.571
2.596
2.800
3.786
2.293
1.951
1.393
1.401
1.006
STD. DEVIATIONS
0.276
0.204
0.250
0.990
1.368
0.702
1.293
1.338
0.989
0.625
0.106
0.110
LATERAL DRAINAGE COLLECTED FROM LAYER 4
----------------------------------------
TOTALS
0.0934
0.2445
0.3819
0.0907
0.0014
0.0003
0.0010
0.0006
0.0000
0.0034
0.0210
0.0007
STD. DEVIATIONS
0.1082
0.4235
0.3807
0.1227
0.0022
0.0003
0.0012
0.0011
0.0000
0.0074
0.0457
0.0005
PERCOLATION/LEAKAGE
THROUGH LAYER
5
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER
7
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
Page 6

OUTDATA.OUT
DAILY AVERAGE HEAD
ON TOP OF LAYER
5
-------------------------------------
AVERAGES
0.0097
0.0281
0.0398
0.0098
0.0001
0.0000
0.0001
0.0001
0.0000
0.0004
0.0023
0.0001
STD. DEVIATIONS
0.0113
0.0489
0.0396
0.0132
0.0002
0.0000
0.0001
0.0001
0.0000
0.0008
0.0049
0.0001
DAILY AVERAGE HEAD
ON TOP OF LAYER
7
-------------------------------------
AVERAGES
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
*******************************************************************************
*******************************************************************************
AVERAGE ANNUAL TOTALS &
(STD. DEVIATIONS) FOR YEARS 1 THROUGH
5
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
-------------------
48.15 (
6.248)
-------------
174770.0
---------
100.00
RUNOFF
20.871 (
4.7759)
75762.86
43.350
EVAPOTRANSPIRATION
26.244 (
1.1909)
95266.06
54.509
LATERAL DRAINAGE COLLECTED
0.83897 (
0.67072)
3045.444
1.74254
FROM LAYER 4
PERCOLATION/LEAKAGE THROUGH
LAYER 5
AVERAGE HEAD ON TOP
OF LAYER 5
PERCOLATION/LEAKAGE THROUGH
LAYER 7
AVERAGE HEAD ON TOP
OF LAYER 7
G GGGGG G GGGGG
G .GGG. G GGGGG
Page 7
G GG• . GGGG
G GG• G GGGG

OUTDATA.OUT
CHANGE IN WATER STORAGE 0.192 ( 0.6462) 695.65 0.398
*******************************************************************************
T
******************************************************************************
PEAK DAILY VALUES
FOR YEARS
1 THROUGH
5
------------------------------------------------------------------------
(INCHES)
----------
(CU. FT.)
-------------
PRECIPITATION
2.64
9583.200
RUNOFF
1.965
7133.6997
DRAINAGE COLLECTED
FROM LAYER
4
0.06732
244.35921
PERCOLATION/LEAKAGE
THROUGH
LAYER 5
0.000000
0.00019
AVERAGE HEAD ON TOP
OF LAYER
5
0.217
MAXIMUM HEAD ON TOP
OF LAYER
5
0.416
LOCATION OF MAXIMUM
HEAD IN
LAYER 4
(DISTANCE FROM DRAIN)
6.2 FEET
PERCOLATION/LEAKAGE
THROUGH
LAYER 7
0.000000
0.00019
AVERAGE HEAD ON TOP
OF LAYER
7
0.000
SNOW WATER
2.40
8695.3516
MAXIMUM VEG. SOIL WATER (VOL/VOL)
MINIMUM VEG. SOIL WATER (VOL/VOL)
*** Maximum heads are computed using McEnroe's equations. ***
Reference: Maximum Saturated Depth over Landfill Liner
by Bruce M. McEnroe, University of Kansas
ASCE Journal of Environmental Engineering
Vol. 119, No. 2, March 1993, pp. 262-270.
Page 8

OUTDATA.OUT
******************************************************************************
T
******************************************************************************
FINAL WATER
STORAGE AT
END OF YEAR 5
----------------------------------------------------------------------
LAYER
(INCHES)
(VOL/VOL)
-----
1
--------
4.5814
---------
0.3818
2
876.4203
0.2921
3
6.8369
0.2849
4
0.0030
0.0121
5
0.0000
0.0000
6
0.3735
0.7470
7 10.2480 0.4270
SNOW WATER 0.000
******************************************************************************
******************************************************************************
Page 9

CLOSURE CONDITION
STANDARD CAP LINER

OUTDATA.OUT
T
******************************************************************************
******************************************************************************
** **
** **
** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **
** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) **
** DEVELOPED BY ENVIRONMENTAL LABORATORY **
** USAE WATERWAYS EXPERIMENT STATION **
** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY **
** **
** **
******************************************************************************
******************************************************************************
PRECIPITATION DATA FILE: \DATA4.D4
TEMPERATURE DATA FILE: \DATA7.D7
SOLAR RADIATION DATA FILE: \DATA13.D13
EVAPOTRANSPIRATION DATA: \DATA11.D11
SOIL AND DESIGN DATA FILE: \DATA10.D10
OUTPUT DATA FILE: \OUTDATA.OUT
TIME: 16:50 DATE: 10/25/2018
******************************************************************************
TITLE: ANSON LANDFILL PHASE 5
******************************************************************************
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE
COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.
LAYER 1
TYPE 1 - VERTICAL PERCOLATION LAYER
Page 1

OUTDATA.OUT
MATERIAL TEXTURE NUMBER 9
THICKNESS = 6.00 INCHES
POROSITY = 0.5010 VOL/VOL
FIELD CAPACITY = 0.2840 VOL/VOL
WILTING POINT = 0.1350 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2302 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.190000006000E-03 CM/SEC
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.00
FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 23
THICKNESS
= 18.00
INCHES
POROSITY
= 0.4610
VOL/VOL
FIELD CAPACITY
= 0.3600
VOL/VOL
WILTING POINT
= 0.2030
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.3995
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.900000032000E-05 CM/SEC
LAYER 3
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 20
THICKNESS =
0.25
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0696
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
10.0000000000 CM/SEC
SLOPE =
28.00
PERCENT
DRAINAGE LENGTH =
105.0
FEET
LAYER 4
Page 2

OUTDATA.OUT
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 36
THICKNESS = 0.04 INCHES
POROSITY = 0.0000 VOL/VOL
FIELD CAPACITY = 0.0000 VOL/VOL
WILTING POINT = 0.0000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.0000 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.399999993000E-12 CM/SEC
FML PINHOLE DENSITY = 1.00 HOLES/ACRE
FML INSTALLATION DEFECTS = 1.00 HOLES/ACRE
FML PLACEMENT QUALITY = 3 - GOOD
LAYER 5
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 0
THICKNESS
= 18.00
INCHES
POROSITY
= 0.4270
VOL/VOL
FIELD CAPACITY
= 0.4180
VOL/VOL
WILTING POINT
= 0.3670
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.4270
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.999999975000E-05 CM/SEC
LAYER 6
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 23
THICKNESS = 12.00 INCHES
POROSITY = 0.4610 VOL/VOL
FIELD CAPACITY = 0.3600 VOL/VOL
WILTING POINT = 0.2030 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.3600 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.900000032000E-05 CM/SEC
LAYER 7
Page 3

OUTDATA.OUT
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 18
THICKNESS = 3000.00 INCHES
POROSITY = 0.6710 VOL/VOL
FIELD CAPACITY = 0.2920 VOL/VOL
WILTING POINT = 0.0770 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2920 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC
LAYER 8
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 9
THICKNESS = 24.00 INCHES
POROSITY = 0.5010 VOL/VOL
FIELD CAPACITY = 0.2840 VOL/VOL
WILTING POINT = 0.1350 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2840 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.190000006000E-03 CM/SEC
LAYER 9
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS
= 0.25
INCHES
POROSITY
= 0.7500
VOL/VOL
FIELD CAPACITY
= 0.7470
VOL/VOL
WILTING POINT
= 0.4000
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.7470
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.409999996000 CM/SEC
SLOPE
= 2.00
PERCENT
DRAINAGE LENGTH
= 150.0
FEET
LAYER 10
TYPE 4 - FLEXIBLE MEMBRANE LINER
Page 4

OUTDATA.OUT
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
INCHES
POROSITY
= 0.0000
VOL/VOL
FIELD CAPACITY
= 0.0000
VOL/VOL
WILTING POINT
= 0.0000
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.0000
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 1.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 1.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 11
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 16
THICKNESS = 24.00 INCHES
POROSITY = 0.4270 VOL/VOL
FIELD CAPACITY = 0.4180 VOL/VOL
WILTING POINT = 0.3670 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.4270 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.100000001000E-06 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
NOTE: SCS RUNOFF CURVE NUMBER WAS
COMPUTED FROM
DEFAULT
SOIL DATA BASE USING SOIL
TEXTURE # 9 WITH A
FAIR STAND OF GRASS, A SURFACE SLOPE OF
28 A
AND A SLOPE LENGTH OF 105. FEET.
SCS RUNOFF CURVE NUMBER
= 83.90
FRACTION OF AREA ALLOWING RUNOFF
= 100.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE
= 1.000
ACRES
EVAPORATIVE ZONE DEPTH
= 12.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE
= 3.578
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE
= 5.772
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE
= 2.028
INCHES
INITIAL SNOW WATER
= 0.000
INCHES
INITIAL WATER IN LAYER MATERIALS
= 913.847
INCHES
TOTAL INITIAL WATER
= 913.847
INCHES
Page 5

OUTDATA.OUT
TOTAL SUBSURFACE INFLOW = 0.00 INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
CHARLOTTE NORTH CAROLINA
STATION
LATITUDE =
35.47
DEGREES
MAXIMUM
LEAF AREA INDEX =
2.00
START OF
GROWING SEASON (JULIAN DATE) =
83
END OF GROWING
SEASON (JULIAN DATE) =
312
EVAPORATIVE
ZONE DEPTH =
12.0
INCHES
AVERAGE
ANNUAL WIND SPEED =
7.50
MPH
AVERAGE
1ST QUARTER RELATIVE HUMIDITY =
64.00
AVERAGE
2ND QUARTER RELATIVE HUMIDITY =
67.00
AVERAGE
3RD QUARTER RELATIVE HUMIDITY =
74.00
AVERAGE
4TH QUARTER RELATIVE HUMIDITY =
70.00
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
JAN/JUL
FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV
JUN/DEC
-------
4.66
-------
3.60
-------
4.61
-------
2.94
-------
3.44
-------
4.56
5.26
4.41
4.25
3.66
3.10
3.28
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL
FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV
JUN/DEC
-------
41.60
-------
45.10
-------
52.70
-------
60.90
-------
69.10
-------
76.40
80.30
78.70
72.90
61.70
53.10
44.50
Page 6

OUTDATA.OUT
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
AND STATION LATITUDE = 35.47 DEGREES
*******************************************************************************
AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 5
-------------------------------------------------------------------------------
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
PRECIPITATION
-------------
TOTALS 4.11 3.57 4.88 2.59 3.66 5.89
5.19 4.28 3.93 5.10 1.80 3.15
STD. DEVIATIONS 2.93 1.58 1.47 1.64 2.27 1.45
1.82 3.41 1.42 2.71 1.51 1.66
RUNOFF
TOTALS 0.439
0.056
0.164
0.005
0.145
0.179
0.102
0.156
0.235
0.924
0.011
0.051
STD. DEVIATIONS 0.679
0.074
0.217
0.010
0.321
0.152
0.149
0.251
0.168
1.273
0.017
0.065
EVAPOTRANSPIRATION
TOTALS
1.562
2.114
3.229
3.227
3.693
4.072
5.384
3.237
3.143
1.820
1.428
1.180
STD. DEVIATIONS
0.262
0.139
0.150
0.957
1.798
1.179
1.531
1.790
1.499
0.302
0.132
0.146
LATERAL DRAINAGE COLLECTED FROM
LAYER 3
----------------------------------------
TOTALS
1.7274
1.6168
1.4719
0.6372
0.4857
0.0822
0.9075
0.3899
0.6170
1.2593
1.0420
1.1255
STD. DEVIATIONS
1.5842
2.0544
0.8879
0.7458
0.6580
0.1832
0.8499
0.8479
0.9866
1.2501
0.6706
0.7640
PERCOLATION/LEAKAGE
THROUGH LAYER 5
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
Page 7

OUTDATA.OUT
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
LATERAL DRAINAGE COLLECTED FROM
LAYER 9
----------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER 11
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD
ON TOP OF LAYER
4
-------------------------------------
AVERAGES
0.0055
0.0056
0.0047
0.0021
0.0016
0.0003
0.0029
0.0013
0.0020
0.0040
0.0034
0.0036
STD. DEVIATIONS
0.0051
0.0071
0.0029
0.0024
0.0021
0.0006
0.0027
0.0027
0.0032
0.0040
0.0022
0.0024
DAILY AVERAGE HEAD
ON TOP OF LAYER
10
-------------------------------------
AVERAGES
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
Page 8

OUTDATA.OUT
AVERAGE ANNUAL TOTALS &
(STD. DEVIATIONS) FOR YEARS 1 THROUGH
5
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
-------------------
48.15 (
6.248)
-------------
174770.0
---------
100.00
RUNOFF
2.467 (
1.8390)
8954.09
5.123
EVAPOTRANSPIRATION
34.090 (
1.0637)
123745.54
70.805
LATERAL DRAINAGE COLLECTED
11.36222 (
3.97261)
41244.863
23.59951
FROM LAYER 3
PERCOLATION/LEAKAGE THROUGH
LAYER 5
AVERAGE HEAD ON TOP
OF LAYER 4
LATERAL DRAINAGE COLLECTED
FROM LAYER 9
PERCOLATION/LEAKAGE THROUGH
LAYER 11
000G
o limmlluowo000
. ... . .....
AVERAGE HEAD ON TOP 0.000 ( 0.000)
OF LAYER 10
CHANGE IN WATER STORAGE 0.227 ( 0.6997) 825.44 0.472
*******************************************************************************
T
******************************************************************************
PEAK DAILY VALUES FOR YEARS 1 THROUGH 5
------------------------------------------------------------------------
(INCHES) (CU. FT.)
---------- -------------
PRECIPITATION 2.64 9583.200
RUNOFF 1.578 5726.9028
DRAINAGE COLLECTED FROM LAYER 3 0.30614 1111.27637
Page 9

OUTDATA.OUT
PERCOLATION/LEAKAGE THROUGH LAYER 5 0.000000 0.00031
AVERAGE HEAD ON TOP OF LAYER 4 0.030
MAXIMUM HEAD ON TOP OF LAYER 4 0.004
LOCATION OF MAXIMUM HEAD IN LAYER 3
(DISTANCE FROM DRAIN) 0.0 FEET
DRAINAGE COLLECTED FROM LAYER 9 0.00000 0.00031
PERCOLATION/LEAKAGE THROUGH LAYER 11 0.000000 0.00000
AVERAGE HEAD ON TOP OF LAYER 10 0.000
MAXIMUM HEAD ON TOP OF LAYER 10 0.003
LOCATION OF MAXIMUM HEAD IN LAYER 9
(DISTANCE FROM DRAIN) 0.0 FEET
SNOW WATER 2.40 8695.3516
MAXIMUM VEG. SOIL WATER (VOL/VOL)
MINIMUM VEG. SOIL WATER (VOL/VOL)
0.4771
*** Maximum heads are computed using McEnroe's equations. ***
Reference: Maximum Saturated Depth over Landfill Liner
by Bruce M. McEnroe, University of Kansas
ASCE Journal of Environmental Engineering
Vol. 119, No. 2, March 1993, pp. 262-270.
******************************************************************************
T
******************************************************************************
FINAL WATER STORAGE AT END OF YEAR 5
----------------------------------------------------------------------
LAYER (INCHES) (VOL/VOL)
----- -------- ---------
Page 10

OUTDATA.OUT
1
1.6608
0.2768
2
8.0133
0.4452
3
0.0535
0.2141
4
0.0000
0.0000
5
7.6860
0.4270
6
4.3200
0.3600
7
876.0000
0.2920
8
6.8160
0.2840
9
0.1867
0.7470
10
0.0000
0.0000
11
10.2480
0.4270
SNOW WATER
0.000
******************************************************************************
******************************************************************************
Page 11

CLOSURE CONDITION
ALTERNATE CAP LINER

OUTDATA.OUT
T
******************************************************************************
******************************************************************************
** **
** **
** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **
** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) **
** DEVELOPED BY ENVIRONMENTAL LABORATORY **
** USAE WATERWAYS EXPERIMENT STATION **
** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY **
** **
** **
******************************************************************************
******************************************************************************
PRECIPITATION DATA FILE: \DATA4.D4
TEMPERATURE DATA FILE: \DATA7.D7
SOLAR RADIATION DATA FILE: \DATA13.D13
EVAPOTRANSPIRATION DATA: \DATA11.D11
SOIL AND DESIGN DATA FILE: \DATA10.D10
OUTPUT DATA FILE: \OUTDATA.OUT
TIME: 16:53 DATE: 10/25/2018
******************************************************************************
TITLE: ANSON LANDFILL PHASE 5
******************************************************************************
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE
COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.
LAYER 1
TYPE 1 - VERTICAL PERCOLATION LAYER
Page 1

OUTDATA.OUT
MATERIAL TEXTURE NUMBER 9
THICKNESS = 6.00 INCHES
POROSITY = 0.5010 VOL/VOL
FIELD CAPACITY = 0.2840 VOL/VOL
WILTING POINT = 0.1350 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2302 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.190000006000E-03 CM/SEC
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.00
FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 23
THICKNESS
= 18.00
INCHES
POROSITY
= 0.4610
VOL/VOL
FIELD CAPACITY
= 0.3600
VOL/VOL
WILTING POINT
= 0.2030
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.3995
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.900000032000E-05 CM/SEC
LAYER 3
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 20
THICKNESS =
0.25
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0696
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
10.0000000000 CM/SEC
SLOPE =
28.00
PERCENT
DRAINAGE LENGTH =
105.0
FEET
LAYER 4
Page 2

OUTDATA.OUT
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 36
THICKNESS = 0.04 INCHES
POROSITY = 0.0000 VOL/VOL
FIELD CAPACITY = 0.0000 VOL/VOL
WILTING POINT = 0.0000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.0000 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.399999993000E-12 CM/SEC
FML PINHOLE DENSITY = 1.00 HOLES/ACRE
FML INSTALLATION DEFECTS = 1.00 HOLES/ACRE
FML PLACEMENT QUALITY = 3 - GOOD
LAYER 5
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 0
THICKNESS
= 18.00
INCHES
POROSITY
= 0.7500
VOL/VOL
FIELD CAPACITY
= 0.7470
VOL/VOL
WILTING POINT
= 0.4000
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.7500
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.499999997000E-08 CM/SEC
LAYER 6
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 23
THICKNESS = 12.00 INCHES
POROSITY = 0.4610 VOL/VOL
FIELD CAPACITY = 0.3600 VOL/VOL
WILTING POINT = 0.2030 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.3600 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.900000032000E-05 CM/SEC
LAYER 7
Page 3

OUTDATA.OUT
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 18
THICKNESS = 3000.00 INCHES
POROSITY = 0.6710 VOL/VOL
FIELD CAPACITY = 0.2920 VOL/VOL
WILTING POINT = 0.0770 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2920 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC
LAYER 8
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 9
THICKNESS = 24.00 INCHES
POROSITY = 0.5010 VOL/VOL
FIELD CAPACITY = 0.2840 VOL/VOL
WILTING POINT = 0.1350 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2840 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.190000006000E-03 CM/SEC
LAYER 9
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS
= 0.25
INCHES
POROSITY
= 0.7500
VOL/VOL
FIELD CAPACITY
= 0.7470
VOL/VOL
WILTING POINT
= 0.4000
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.7470
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.409999996000 CM/SEC
SLOPE
= 2.00
PERCENT
DRAINAGE LENGTH
= 150.0
FEET
LAYER 10
TYPE 4 - FLEXIBLE MEMBRANE LINER
Page 4

OUTDATA.OUT
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
INCHES
POROSITY
= 0.0000
VOL/VOL
FIELD CAPACITY
= 0.0000
VOL/VOL
WILTING POINT
= 0.0000
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.0000
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 1.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 1.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 11
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 16
THICKNESS = 24.00 INCHES
POROSITY = 0.4270 VOL/VOL
FIELD CAPACITY = 0.4180 VOL/VOL
WILTING POINT = 0.3670 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.4270 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.100000001000E-06 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
NOTE: SCS RUNOFF CURVE NUMBER WAS
COMPUTED FROM
DEFAULT
SOIL DATA BASE USING SOIL
TEXTURE # 9 WITH A
FAIR STAND OF GRASS, A SURFACE SLOPE OF
28 A
AND A SLOPE LENGTH OF 105. FEET.
SCS RUNOFF CURVE NUMBER
= 83.90
FRACTION OF AREA ALLOWING RUNOFF
= 100.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE
= 1.000
ACRES
EVAPORATIVE ZONE DEPTH
= 12.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE
= 3.578
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE
= 5.772
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE
= 2.028
INCHES
INITIAL SNOW WATER
= 0.000
INCHES
INITIAL WATER IN LAYER MATERIALS
= 919.661
INCHES
TOTAL INITIAL WATER
= 919.661
INCHES
Page 5

OUTDATA.OUT
TOTAL SUBSURFACE INFLOW = 0.00 INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
CHARLOTTE NORTH CAROLINA
STATION
LATITUDE =
35.47
DEGREES
MAXIMUM
LEAF AREA INDEX =
2.00
START OF
GROWING SEASON (JULIAN DATE) =
83
END OF GROWING
SEASON (JULIAN DATE) =
312
EVAPORATIVE
ZONE DEPTH =
12.0
INCHES
AVERAGE
ANNUAL WIND SPEED =
7.50
MPH
AVERAGE
1ST QUARTER RELATIVE HUMIDITY =
64.00
AVERAGE
2ND QUARTER RELATIVE HUMIDITY =
67.00
AVERAGE
3RD QUARTER RELATIVE HUMIDITY =
74.00
AVERAGE
4TH QUARTER RELATIVE HUMIDITY =
70.00
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
JAN/JUL
FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV
JUN/DEC
-------
4.66
-------
3.60
-------
4.61
-------
2.94
-------
3.44
-------
4.56
5.26
4.41
4.25
3.66
3.10
3.28
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL
FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV
JUN/DEC
-------
41.60
-------
45.10
-------
52.70
-------
60.90
-------
69.10
-------
76.40
80.30
78.70
72.90
61.70
53.10
44.50
Page 6

OUTDATA.OUT
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
AND STATION LATITUDE = 35.47 DEGREES
*******************************************************************************
AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 5
-------------------------------------------------------------------------------
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
PRECIPITATION
-------------
TOTALS 4.11 3.57 4.88 2.59 3.66 5.89
5.19 4.28 3.93 5.10 1.80 3.15
STD. DEVIATIONS 2.93 1.58 1.47 1.64 2.27 1.45
1.82 3.41 1.42 2.71 1.51 1.66
RUNOFF
TOTALS 0.439
0.056
0.164
0.005
0.145
0.179
0.102
0.156
0.235
0.924
0.011
0.051
STD. DEVIATIONS 0.679
0.074
0.217
0.010
0.321
0.152
0.149
0.251
0.168
1.273
0.017
0.065
EVAPOTRANSPIRATION
TOTALS
1.562
2.114
3.229
3.227
3.693
4.072
5.384
3.237
3.143
1.820
1.428
1.180
STD. DEVIATIONS
0.262
0.139
0.150
0.957
1.798
1.179
1.531
1.790
1.499
0.302
0.132
0.146
LATERAL DRAINAGE COLLECTED FROM
LAYER 3
----------------------------------------
TOTALS
1.7274
1.6168
1.4719
0.6372
0.4857
0.0822
0.9075
0.3899
0.6170
1.2593
1.0420
1.1255
STD. DEVIATIONS
1.5842
2.0544
0.8879
0.7458
0.6580
0.1832
0.8499
0.8479
0.9866
1.2501
0.6706
0.7640
PERCOLATION/LEAKAGE
THROUGH LAYER 5
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
Page 7

OUTDATA.OUT
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
LATERAL DRAINAGE COLLECTED FROM
LAYER 9
----------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER 11
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD
ON TOP OF LAYER
4
-------------------------------------
AVERAGES
0.0055
0.0056
0.0047
0.0021
0.0016
0.0003
0.0029
0.0013
0.0020
0.0040
0.0034
0.0036
STD. DEVIATIONS
0.0051
0.0071
0.0029
0.0024
0.0021
0.0006
0.0027
0.0027
0.0032
0.0040
0.0022
0.0024
DAILY AVERAGE HEAD
ON TOP OF LAYER
10
-------------------------------------
AVERAGES
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
Page 8

OUTDATA.OUT
AVERAGE ANNUAL TOTALS &
(STD. DEVIATIONS) FOR YEARS 1 THROUGH
5
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
-------------------
48.15 (
6.248)
-------------
174770.0
---------
100.00
RUNOFF
2.467 (
1.8390)
8954.09
5.123
EVAPOTRANSPIRATION
34.090 (
1.0637)
123745.54
70.805
LATERAL DRAINAGE COLLECTED
11.36222 (
3.97260)
41244.875
23.59952
FROM LAYER 3
PERCOLATION/LEAKAGE THROUGH
0.00000 (
0.00000)
0.001
0.00000
LAYER 5
AVERAGE HEAD ON TOP
0.003 (
0.001)
OF LAYER 4
LATERAL DRAINAGE COLLECTED
0.00000 (
0.00000)
0.001
0.00000
FROM LAYER 9
PERCOLATION/LEAKAGE THROUGH
0.00000 (
0.00000)
0.000
0.00000
LAYER 11
AVERAGE HEAD ON TOP
0.000 (
0.000)
OF LAYER 10
CHANGE IN WATER STORAGE
0.227 (
0.6998)
825.48
0.472
*******************************************************************************
T
******************************************************************************
PEAK DAILY VALUES FOR YEARS 1 THROUGH 5
------------------------------------------------------------------------
(INCHES) (CU. FT.)
---------- -------------
PRECIPITATION 2.64 9583.200
RUNOFF 1.578 5726.9028
DRAINAGE COLLECTED FROM LAYER 3 0.30614 1111.27661
Page 9

OUTDATA.OUT
PERCOLATION/LEAKAGE THROUGH LAYER 5 0.000000 0.00003
AVERAGE HEAD ON TOP OF LAYER 4 0.030
MAXIMUM HEAD ON TOP OF LAYER 4 0.004
LOCATION OF MAXIMUM HEAD IN LAYER 3
(DISTANCE FROM DRAIN) 0.0 FEET
DRAINAGE COLLECTED FROM LAYER 9 0.00000 0.00003
PERCOLATION/LEAKAGE THROUGH LAYER 11 0.000000 0.00000
AVERAGE HEAD ON TOP OF LAYER 10 0.000
MAXIMUM HEAD ON TOP OF LAYER 10 0.009
LOCATION OF MAXIMUM HEAD IN LAYER 9
(DISTANCE FROM DRAIN) 0.0 FEET
SNOW WATER 2.40 8695.3516
MAXIMUM VEG. SOIL WATER (VOL/VOL)
MINIMUM VEG. SOIL WATER (VOL/VOL)
0.4771
*** Maximum heads are computed using McEnroe's equations. ***
Reference: Maximum Saturated Depth over Landfill Liner
by Bruce M. McEnroe, University of Kansas
ASCE Journal of Environmental Engineering
Vol. 119, No. 2, March 1993, pp. 262-270.
******************************************************************************
T
******************************************************************************
FINAL WATER STORAGE AT END OF YEAR 5
----------------------------------------------------------------------
LAYER (INCHES) (VOL/VOL)
----- -------- ---------
Page 10

OUTDATA.OUT
1
1.6608
0.2768
2
8.0133
0.4452
3
0.0535
0.2141
4
0.0000
0.0000
5
13.5000
0.7500
6
4.3200
0.3600
7
876.0000
0.2920
8
6.8160
0.2840
9
0.1867
0.7470
10
0.0000
0.0000
11
10.2480
0.4270
SNOW WATER
0.000
******************************************************************************
******************************************************************************
Page 11

BASE LINER SYSTEM - VENEER STABILITY ANALYSIS

Civil & Environmental Consultants, Inc.
PROJECT Anson County Landfill
Phase 5 Expansion
Base Liner System - Veneer Stability Analysis
PROJECT NO. 165-276
MADE BY ZLM DATE 10/11/2018 CHECKED BY TDM
CALCULATION BRIEF
ANSON COUNTY LANDFILL
PROPOSED PHASE 5 EXPANSION
BASE LINER STABILITY CALCULATIONS
PAGE 2 OF 8
DATE 10/25/18
OBJECTIVE: Evaluate the stability of the side -slope and base liner geosynthetic liner system for the
proposed Phase 5 expansion at the Anson County Landfill. Determine the minimum critical
geosynthetic interface frication angle that provides a Factor of Safety (FS) of 1.50. The
analysis includes loads from the protective cover, loads from operation of a low ground
pressure (LGP) bulldozer, and seepage forces from a 25-year/24-hour storm.
METHODOLOGY: Use the methodology developed by Koerner and Soong Reference Number (Ref. No. 1) to
evaluate all of the various loads/forces on stability of the base liner system.
1. R. M. Koerner, and T-Y. Soong, 1998. "Analysis and Design of Veneer Cover Soils".
Proceedings of 6th International Conference on Geosynthetics, Vol. 1, pp. 1-23,
Atlanta, Georgia, USA.
2. Geosynthetic Research Institute, Direct Shear Database of Geosynthetic-to-
Geosynthetic and Geosynthetic-to-Soil Interfaces, June 2005.
3. Permit to Construct Application for Phase 5 MSW Landfill at the Chambers
Development Solid Waste Management Facility (Facility Permit No. 0403); prepared
for Chamber Development of North Carolina; prepared by Civil & Environmental
Consultants, Inc.; October 2018. (This Application).
4. HydroCAD Version 10.0, 2015
5. "Point Precipitation Frequency Estimates" NOAA Atlas 14, Volume 2, Version 3 for
Anson County, North Carolina, USA.
6. Caterpillar D6R LGP Crawler Tractor Specifications.
7. GRI Standard — GC8, "Determination of the Allowable Flow Rate of a Drainage
Geocomposite

Civil & Environmental Consultants, Inc.
PROJECT Anson County Landfill
Phase 5 Expansion
Base Liner System - Veneer Stability Analysis
PROJECT NO. 165-276
MADE BY ZLM DATE 10/11/2018 CHECKED BY TDM
ANALYSIS:
PAGE 3 OF 8
DATE 10/25/18
The analysis presented below provides calculations to demonstrate that slopes constructed with various geosynthetic
and soil components will remain stable during and through construction of the compacted clay and protective cover
layer. As described in Reference (Ref.) 1, this analysis is accomplished by dividing the soil cover material layers
along the landfill side slope into active and passive blocks. Interwedge force equations are then set equal to each
other and are arranged in the form of a quadratic equation that can be solved to calculate a Factor of Safety (FS).
These calculations consider the longest proposed 314:1V internal side slope length to be approximately 76 feet
occurring at multiple locations along the Phase 5 expansion area perimeter. The figure in Attachment 1 provides the
locations of the longest side -slope sections.
From Ref. No. 3, the side slope liner configuration of base liner system for Anson County Landfill consist of the
following components from top to bottom:
1. Minimum 24-inch thick, granular soil layer, which will function as a protective cover;
2. A lateral drainage layer composed of a double -sided geocomposite;
3. Minimum 60-mil thick, textured high density polyethylene (HDPE) geomembrane; and
4. 24-inch minimum thick, Compacted Soil Liner (CSL).
Additionally, an alternative liner system is proposed for the Phase 5 Expansion Area. The alternative proposed liner
system, from top to bottom, is as follows:
1. Minimum 24-inch thick, granular soil layer, which will function as a protective cover;
2. A lateral drainage layer composed of a double -sided geocomposite;
3. Minimum 60-mil thick, textured HDPE geomembrane;
4. Geosynthetic clay liner (GCL); and
5. 18-inch minimum thick, CSL.
The stability of the base liner system depends on the shear strength properties of the soils and geosynthetic
components used in its construction. CEC reviewed direct shear test results for the interfaces within the side -slope
liner system from Ref. 2 to determine the critical interface between the various base liner system components at low
normal loads. To determine this critical interface, the shear strength failure curves for each base liner material
interface were plotted on the graphs below, and the lowest shear strength was chosen as the critical failure curve.

Civil & Environmental Consultants, Inc.
PROJECT Anson County Landfill
PROJECT NO. 165-276
Phase 5 Expansion PAGE
Base Liner System - Veneer Stability Analysis
MADE BY ZLM DATE 10/11/2018 CHECKED BY TDM
1000
900
800
c. 700
600
500
400
300
200
100
0
4 OF 8
DATE 10/25/18
Shear Strength vs. Low Normal Loads (Side Slope - Peak Strength)
0 50 100 150 200 250 300 350 400 450 500
Normal Stress (psf)
Cover Soil vs. Geocomposite
Textured Geomembrane vs. GCL
GCL (Internal)
Critical Geosynthetic Interface Standard Liner
Textured GM vs. Geocomposite
Compacted Clay Liner vs. GCL
Textured GM vs. CCL
Critical Geosynthetic Interface Alternate Liner
For the base liner system configuration described above, the critical interface was determined to be the textured
geomembrane to geocomposite and is represented by a friction angle of 26' and an adhesion of 0 psi Were movement
in the base liner system to happen, it would occur at this interface, and only the geosynthetic materials and soils
located above this interface would move. Therefore, the weight of soil components above the critical geosynthetic
interface (i.e., the protective cover layer) were considered in the following analysis.
This analysis incorporates typical values for protective cover soil properties and shear strength design parameters at
low normal loads [< 500 pounds per square foot (psf)], as follows:
Protective Cover Stone:
• Moist Unit Weight
• Unit Weight
• Angle of Internal Friction (0)
• Cohesion (c)
• Permeability
= 120 pounds per cubic foot (pcf)
= 125 pcf
= 34 degrees
= 0 psf
1.9 x 10-4cm/sec
The figure below illustrates the free body diagram upon which the calculations are based.

Civil & Environmental Consultants, Inc.
PROJECT Anson County Landfill PROJECT NO. 165-276
Phase 5 Expansion PAGE 5 OF 8
Base Liner System - Veneer Stability Analysis
MADE BY ZLM DATE 10/11/2018 CHECKED BY TDM DATE 10/25/18
ACTIVE WEDGE COVER
SOIL
W H
e
W GQ
P
'ASSIViE WEDGE IE N�P�b j GEOMEMBRANE
�I P
_ I � A
N, TANO
N6
Where: H = thickness of aggregate cover;
B = slope angle;
L = slope length;
WA = weight of the active wedge;
EA = shear component of active wedge weight;
CA = adhesion along geosynthetics;
NAtan8 = active wedge resisting friction force ;
WP = weight of passive wedge;
EP = shear component of passive wedge weight;
C = cohesion of aggregate/soil cover; and
NPtancp = active wedge resisting friction force.
The veneer slope stability FS calculation is based on the following assumptions:
• Tensile strength of the geosynthetic materials contributing to the veneer slope stability FS is ignored.
• The aggregate cover layer provides a buttress at the toe of the slope, i.e. the passive soil wedge.
• Weights of the geosynthetic components are negligible compared to the weight of the clay/aggregate cover
layer material and therefore are not considered in the calculations.
All calculations will utilize a 1-foot unit width of side slope.
To determine the short-term loading conditions (i.e., during construction), a low ground pressure (LGP) bulldozer is
assumed to place protective cover material up the side slope. The presence of moving equipment (dynamic
loading) along the side slope was analyzed in conformance with Ref. No. 1 methodology. Dynamic loading is
incorporated in the attached spreadsheet calculations and is denoted by WE for those calculations. Given the

Civil & Environmental Consultants, Inc.
PROJECT Anson County Landfill PROJECT NO. 165-276
Phase 5 Expansion PAGE 6 OF 8
Base Liner System - Veneer Stability Analysis
MADE BY ZLM DATE 10/11/2018 CHECKED BY TDM DATE 10/25/18
anticipated slow operating speeds and relatively short push distances, the equivalent acceleration of this brake force
is assumed to be approximately 0.025g. The pressure exerted upon the top of the geosynthetic layer(s) by a LGP
bulldozer is modeled and calculated as illustrated below.
The following typical LGP bulldozer equipment specifications are assumed as defined in the Caterpillar D6 LGP
bulldozer specifications (Ref. No. 6).
• 2 tracks
• Track length = 10.6 feet
• Track width = 3.0 feet
• Operating weight = 45,200 lbs
• Ground pressure = (45,200 lbs / 2 tracks) / (10.6 ft x 3.0 ft) = 711 psf = 5psi
Additional Properties Required for Analysis
In addition to the above properties, the analysis provided by Ref. No. 1 requires the following properties:
• Thickness of Geocomposite = 200 mils (0.508 cm) (Ref. No. 3)
• Runoff Curve Number for Newly Graded Bare Ground (Soil Group D) = 94 (Ref. No. 4)
• 25-Year/24-Hour Storm Precipitation for Anson County Landfill = 6.37 inches (Ref. No. 3)
• Minimum geocomposite transmissivity = 5 x 10-4 m2/sec
Per Ref. No. 7, the Permeability of the Geocomposite is calculated as follows:
Osp. = Olt * (RFIN * RFCR * RFCC * RFBC)

Civil & Environmental Consultants, Inc.
PROJECT Anson County Landfill
Phase 5 Expansion
Base Liner System - Veneer Stability Analysis
PROJECT NO. 165-276
MADE BY ZLM DATE 10/11/2018 CHECKED BY TDM
Alt = Over - (RFiN * RFCR * RFCC * RFBC)
Where: O,pec = Specified transmissivity of the geocomposite
PAGE 7 OF 8
Olt = Long term transmissivity of the geocomposite
RFiN = Reduction Factor for geotextile intrusion (1.0 to 1.2);
RFCR = Reduction Factor for creep deformation (1.2 to 1.4);
RFcc = Reduction Factor for chemical clogging (1.0 to 1.2); and
RFBC = Reduction Factor for biological clogging (1.2 to 3.5).
DATE 10/25/18
Since the laboratory testing will be performed using site -specific boundary conditions, the reduction factor for
intrusion of the geotextile into the geonet will be ignored (RFIN =1.0). Reduction factors for creep deformation,
RFCR = 1.4, chemical clogging, RFCC =1.2, and biological clogging, RFBC = 2.0 were utilized. The resulting long-
term transmissivity (bit) is calculated below:
Ott = 5 x 10-4 m2/sec - (1.0 * 1.4 * 1.2 * 2.0) = 1.49 x 10-4 m2/sec
The permeability of the drainage layer (Kd) is a function of the long-term transmissivity and thickness of the
geocomposite and can be determined using the following equation:
Kd = Olt _ hd
Where: hd = the thickness of the geocomposite (which is 200 mils or 5.08 millimeters (mm))
Then the permeability of the geocomposite is calculated below:
Kd = (1.49*10-4 m2/sec) / [5.08 mm /(1000 mm/m)] = 0.029 m/sec = 2.9 cm/sec.
Using the above information, a veneer slope stability calculation was performed for the base liner system using the
methodology outlined in Ref. No. 1.
RESULTS:
A summary of the results is shown in the table below:
Table 1— Proposed Base Liner System Stability Results
Critical Interface
FS Unsaturated
Friction Angle
Static with
FS Saturated
Scenario
(degrees)
Equipment Load
Static
Side -Slope Configuration
26.0
1.51
1.55
The analysis performed using the methods prescribed in Ref. No. 1 has been formatted into a spreadsheet, provided
by the Geosynthetic Institute. A spreadsheet specific to the final cover system of Anson County Landfill is attached.

Civil & Environmental Consultants, Inc.
PROJECT Anson County Landfill
Phase 5 Expansion
Base Liner System - Veneer Stability Analysis
PROJECT NO. 165-276
MADE BY ZLM DATE 10/11/2018 CHECKED BY TDM
PAGE 8 OF 8
DATE 10/25/18
The minimum acceptable FS for long-term slope stability is 1.5. As such, these calculated FS's are acceptable to
demonstrate veneer slope stability. The compacted clay liner and protective cover will be overlain and buttressed
with MSW in relatively short order as disposal occurs in the cell. Consequently, the length of un-buttressed sideslope
will reduce with time and the veneer slope stability FS will increase.
For specification purposes, a minimum required shear strength shall be provided. The longest proposed 3H:1V final
cover slope at Anson County Landfill was analyzed to determine the minimum interface friction angle required for
the critical interface to obtain a FS of at least 1.5. The results are as follows:
Table 2 - Minimum Critical Interface Friction Angle Required to Produce FS of 1.5
Minimum Critical
ITS Unsaturated
Interface Friction
Static with
FS Saturated
Scenario
Angle (degrees)
Equipment Load
Static
Minimum Geosynthetic Interface
Strength
25.2
1.50
1.50
Based on the critical friction angle listed above, and using a minimum FS of 1.5, the required peak shear strength that
corresponds to the above friction angle can be determined for a typical base liner system normal load (i.e. < 500 psf)
from the following equation:
i=atan 0
• Minimum Geosynthetic Interface Strength: T = 500 psf x tan(25.2) = 235psf
Thus, for base liner system stability confirmation, the interface shear strength conformance test should be conducted
at a normal load of 500 psf, and results should be evaluated against the following:
Table 3 — Short -Term Shear Strength Conformance Requirements
Peak Shear Stress') i
Interface
Normal Stress, a (psf)
(sf)
All Base Liner
Interfaces
500
235
Notes:
1. Peak shear strength is provided in both friction angle and shear stress at the specified normal stress. Shear
stress is calculated using the equation: c = c + (a tan 0) where c equals cohesion or adhesion. Exceeding
either the required friction angle with cohesion/adhesion equal to zero or the peak shear stress at the required
normal load is acceptable.

Civil & Environmental Consultants, Inc.
PROJECT Anson County Landfill
Phase 5 Expansion
Base Liner System - Veneer Stability Analysis
PROJECT NO. 165-276
MADE BY ZLM DATE 10/11/2018 CHECKED BY TDM
PAGE 9 OF 8
DATE 10/25/18
CONCLUSION: The proposed base liner system for Anson County Landfill Phase 5 Expansion was
analyzed for veneer stability conditions. As shown in the attached spreadsheets
(Attachment 3) and in the results summary table above, all base liner veneer stability
evaluations produced factors of safety acceptable to demonstrate veneer stability (i.e.,
FS > 1.5). Interface shear strength testing should be performed for the specific
products used in each construction increment of the base liner system at Anson
County Landfill to confirm the minimum low -normal load shear strength
requirements are met.

ATTACHMENT 1
BASE LINER SECTION LOCATIONS

NORTH
LEGEND
/3
( / IR"\\ V?A
��---�
A" i
•290�
EXISTING TOPOGRAPHIC CONTOUR
21a0 PROPOSED BASE GRADE CONTOUR
2so-
N
�.� EXISTING PHASE 3
SUBBASE `GRADES
1
3.30 320. 11
f
�60
I370
1 C�� Longest 3H:1 V
Slope = 76 feet (planar) rJ32
I J
/yR
*HAND SIGNATURE ON FILE
SCALE IN FEET
iiiii
0 500 1000

ATTACHMENT 2
SPECIFICATIONS - CATERPILLAR D6R LGP CRAWLER TRACTOR

RITCHIE Spy
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CATERPILLAR D6R LGP CRAWLER TRACTOR
4 Print specification
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auctions.
64. p 1.1
F
Selected Dimensions
Dimensions
A ... ..LENGT....H ..W./ BLADE ...
....................................................................................
B. WIDTH OVER TRACKS
..................................................................................................
C. HEIGHT TO TOP OF CAB
..................................................................................................
D. .LENG....T.H .OF TRACK ON GROUND
...........................................................................................
E. GROUND CLEARANCE
..................................................................................................
F. LENGTH W/O BLADE
..................................................................................................
Undercarriage
17..9 ft in.
..........................................................
10.3 ft in
.............................. ...............................
10.6 ft in
.............................. ...............................
10.6 ft in
.............................. ...............................
1.4 ft in
.............................. ...............................
13.9 ft in
.............................. ...............................
5465.mm
3140 mm
3245 mm
3243 mm
433 mm
4247 mm
G. TRACK GAUGE
7.3 ft in
2225 mm
..................................................................................................
H. STANDARD SHOE SIZE
..................................................................................................
.............................. ...............................
36 in
.............................. ...............................
915 mm
Specification
Engine
MAKE _
Caterpillar
MODEL
3306
GROSS POWER
199 hp
148.4 kw
NET POWER
185 hp
138 kw
POWER MEASURED @
1900 rpm
DISPLACEMENT
638 cu in
10.5 L
NUMBER OF CYLINDERS
6
ASPIRATION
Turbocharged
Operational
OPERATING WEIGHT
45200 Ib
20502.4 kg
FUEL CAPACITY
101.2 gal
383 L
COOLING SYSTEM FLUID CAPACITY
19.5 gal
74 L
ENGINE OIL CAPACITY
7.3 gal
27.5 L
HYDRAULIC FLUID CAPACITY
20.1 gal
76 L
POWERTRAIN FLUID CAPACITY
40.9 gal
155 L
FINAL DRIVES FLUID CAPACITY
3.6 gal
13.5 L
OPERATING VOLTAGE
24 V
ALTERNATOR SUPPLIED AMPERAGE
70 amps
Transmission
TYPE
Power Shift
NUMBER OF FORWARD GEARS
3
NUMBER OF REVERSE GEARS
3
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Current number of specifications
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MAX SPEED - FORWARD
7.4 mph
11.9 km/h
MAX SPEED - REVERSE
9.5 mph
15.3 km/h
Undercarriage
GROUND PRESSURE
5 psi
34.1 kPa
GROUND CONTACT AREA
9961 in2
6.4 m2
STANDARD SHOE SIZE
36 in
915 mm
NUMBER OF SHOES PER SIDE
45
NUMBER OF TRACK ROLLERS PER SIDE
8
TRACK PITCH
8 in
203 mm
TRACK GAUGE
7.3 ft in
2225 mm
Hydraulic System
PUMP TYPE
Piston Style
RELIEF VALVE PRESSURE
2800 psi
19305.3 kPa
PUMP FLOW CAPACITY
50.2 gal/min
190 L/min
Standard Blade
WIDTH
13.1ftin
3990 mm
HEIGHT
43.3 in
1101 mm
CAPACITY
4.8 yd3
3.7 m3
CUTTING DEPTH
25.8 in
655 mm
Dimensions
LENGTH W/O BLADE
13.9 ft in
4247 mm
LENGTH W/ BLADE
17.9 ft in
5465 mm
WIDTH OVER TRACKS
10.3 ft in
_ 3140 mm
HEIGHT TO TOP OF CAB
10.6 ft in
3245 mm
LENGTH OF TRACK ON GROUND
10.6 ft in
3243 mm
_
GROUND CLEARANCE
1.4 ft in
_
433 mm
© 2007-2018 RitchieSpecs Equipment Specifications Ritchie Bros. Auctioneers o I Terms of Use I Privacy Statement
OEM specifications are provided for base units. Actual equipment might vary with options.

ATTACHMENT 3
BASE LINER VENEER STABILITY SPREADSHEETS

BASE LINER VENEER STABILITY ANALYSIS

WASTE CONNECTIONS, INC.
ANSON COUNTY LANDFILL
BASE LINER SYSTEM
SLOPE STABILITY ANALYSIS
INPUT TABLE
Denotes an input value
Denotes an automatically calculated cell
INPUT VALUES
thickness of cover soil at the top of the slope = he =
thickness of cover soil at the bottom of the slope = D =
drainage layer thickness - t =
slope beneath the geomembrane (xH:1 V) =
slope angle beneath the geomembrane = b =
finished slope angle = w =
length of slope measured along the geomembrane - L =
length of slope between drainage outlets = L =
moist unit weight of cover soil = yr =
saturated unit weight = i'sat =
friction angle of the cover soil = � =
cohesion of the cover soil = c =
minimum interface friction angle - d =
minimum interface adhesion = ca =
2.00
ft = - meters = - min
ft
mil = 0.5� cm = - mm
H:1 V
degrees
degrees (for uniform cover soil thickness w = b )
ft = 23.1648 meters
ft = 23.1648 meters
pcf = 18.85 kN/m^3
pcf = 19. kN/m^3
degrees
lb/ft^2
degrees
lb/ft^2
2.00
200
3.00
18.43
18.43
76.0
76.0
120.00
125.00
34.0
0.0
26.0
0.0
Unadjusted Curve Number
STORM EVENT YEAR
STORM EVENT HOUR
STORM EVENT RAINFALL
94
Year
Hour
Inches = min/hour
25
24
6.37
Permeability of cover material = qh =
Permeability of drainage layer = ka =
Long Term Design Transmissivity = q =
Overall FS for drainage =FSD =
Reduction Factor for geotextile intrusion =RFIN =
Reduction Factor for creep deformation = RFcR =1
1.90E-04
cm/sec
cm/sec
m2/sec
*Influence Factor Default Values
2.900
5.0E+00
1.3
1.2
1.3
Reduction Factor for chemical clogging - RFcc -
Reduction Factor for biological clogging = RFBC =
equipment ground pressure (= wt. of equipment/(2wb)) - q -
length of each equipment track = w =
1.1
lb/ft2
ft
Coversoil
Thickness
Equprrert Trade wah
1.1
verywde
I wide
standard
710.0
2300 mm
1.00
0.97
0.94
300-1000 rrm
0.97
0.92
0.70
10.60
a 1000 mm
0.95
0.75
0.30
wiuui ui cacu cquipuicur uacx - u - 2.22 iL
influence factor* at geomembrane interface - I = 0.97 See Table -->
acceleration/deceleration of the bulldozer = a = 0.03 g
OUTPUT SUMMARY
Ultimate Geocomposite Transmissivity Specification = 1.2E+01 m2/sec
Slope Stability Factor of Safety Summary
Method FS Required FS Calc'd By: Zach Metzler 10/11/2018,
Static - Translational - Unsaturated 1.51 1.50 Checked By:
Static - Translational - Saturated 1.55 1.50
Attachment 3 - Base Liner with Seepage and Dozer .xlsx

WASTE CONNECTIONS, INC.
ANSON COUNTY LANDFILL BASE LINER STABILITY (WITH SEEPAGE FROM 25-YR/24-HR STORM)
The adjusted SCS Curve Number is calculated as:
CN = 100 - (100-CNo) * (L2 / S) CN0-0.81
Where:
CNo SCS curve number (unadjusted for slope), from Figure A-3 of GRI Report #19 Appendix
L Standardized Dimensionless Length = L divided by 152 meters
Standardized Dimensionless Inclination = s / 0.04 (where s is defined as the vertical rise over the
S horizontal distance expressed as a ratio)
Input Variables
CNo =
94
Slope Length—
76 feet or
23.16367 meters
S =
3.00 on 1
0.333 percent, which yields 8.333
Storm Fvent
25
year 24
hour storm
6.370
inches/hour or 6.74
millimeters/hour
Calculated Variables
CNo -0.81=
0.02522
L2 / S =
0.0028
100 - CNo =
6
The adjusted SCS Curve Number is equal to:
CN =
94.8
The Potential Retention, (PR) in millimeters is calculated by:
PR = (25400 / CN) - 254
PR =
14 millimeters
The Runoff Coefficient, RC(t), as a function of time is determined by:
RC(t) _
[P(t) - 0.2 * PR] 2
P(t) * [P(t) + 0.8*PR]
Where:
P(t) =
Accumulated Precipitation, mm
P(t) =
I * t
Where:
P(t) =I*t
I =
Rainfall Intensity, min per hour
t =
time, hours
P(t) =
161.798 millimeters
RC(t)=
0.903
Attachment 3 - Base Liner with Seepage and Dozer .xlsx

ANSON COUNTY LANDFILL BASE LINER STATIC STABILITY
Placement of the Cover Material Layer
across the sideslopes with the incorporation of Equipment Loads
«'P
Passive 01-11,
Wedge
C�
N p tangy
Active
We dge h
We
WA F e
N,
;s GM
/ R L
A
65
Calculation of FS
Active Wed¢e:
Wa= 16642.1 lb
Na= 15788.1 lb
Passive Wed¢e:
Wp= 800.0 lb
S=-b+ b?-4ac
a= 7355.8
b= -12703
c= 2363.0
FS= 1.51
thickness of cover soil
= h
= 2.00
ft
cov. mat. slope angle beneath the geomembrane
= b
= 18.43
0.001
= 0.32
(rad.)
finished cover material slope angle =
w
= 18.43
7.87
= 0.32
(rad.)
length of slope measured along the geomembrane
= L
= 76.0
0
unit weight of the cover soil
= g
= 120.0
lb/ft^3
friction angle of the cover soil
= f
= 34.0
°
= 0.59
(rad.)
cohesion of thecover soil
= c
= 0.0
lb/ft^2
C 0 lb
critical interface friction angle
= d
= 26.00
°
= 0.45
(rad.)
adhesion =
ca
=I 0.0
lb/ft^2
Ca= 0 lb
thickness of the cover soil
= h
= 2.00
ft
b/h= 1.5
equipment ground pressure (= wt. of equipment/(2wb))
= q
= 710.0
lb/ft^2
We--gwl= 7300.2
length of each equipment track =
w
= 10.6
ft
Ne= Wecosb= 6925.6
width of each equipment track
= b
= 3.0
ft
Fe= We(a/p)= 182.5
influence factor* at geomembrane interface
= I
= 0.97
acceleration/deceleration of the bulldozer
= a
=1 0.03
g
*Influence FactorDefaut Values
CoverSoi
Thicw,ess
Equpnent Trade Width
VeryWide
Wide
Standard
1300 rrm
1.00
0.97
0.94
300-1000 nm
0.97
0.92
0.70
11000 rrm
0.95
0.75
0.30
Note: Denotes an automatically calculated cell
Denotes input values
Attachment 3 - Base Liner with Seepage and Dozer .xlsx

WASTE CONNECTIONS, INC.
ANSON COUNTY LANDFILL BASE LINER STABILITY (WITH SEEPAGE FROM 25-YR/24-HR STORM)
Calculation of DLC and PSR
P
166666
hc,& kcs
x
G
100 hav9
kd
i=sin (tangy( x-)) hd
100 -
= sin #
L = 23.16 in
b = 18.43
I.
h cs = 609.60 mm
h d or t cs = 5.08 mm
kcs.
= 1.90E-04
cm/s
kd orkos
=2.900
cm/s
P
= 6.74 mm/hr
RC
= 0.903
* Note: If there is only one soil
above the geomembrane
treat it as the drainage layer.
i -
0.3162
L (cosb ) =
21.98
in
x -
7.33
in
DLC
11.691
h cs. =
0.6
in
PSR
0.00071
h d or t Gs =
0.00508
in
hcs+hd=0.61
in
k cs. =
1.9E-06
m/s
k d or k Gs =
2.9E-02
m/s
P (RC) =
6.1
mm/hr
Actual runoff=
6.09
mm/hr
PERC =
0.65
min/hi
FLUX,_, =
0.014
m'/hr
FLUXa11_ =
0.168
m3/hr DLC = 11.6906
q = 4.0E-06 m3/sec
li_g = 0.000 in
PSR = 0.001
Note: Inumbers in boxes are input values
numbers in Italics are calculated values
Calculation of FS
Active Wedge:
WA = 256.5484 kN
U„ = 0.093677 kN
Uh = 9.26E-07 kN
NA = 243.2896 kN
Passive Wedge:
W, = 11.87053 kN
Uv = 2.78E-06 kN
FS=-b+, b ac.
2a
where a = 77.0
b = -135.7
c = 25.3
FS= 1.5M
thickness of cover soil
= h =
0.61 in
length of slope measured along the geomembrane
= L =
23 m
soil slope angle beneath the geomembrane
= b =
18.4 = 0.32 (rad.)
vertical height of the slope measured from the toe
= H =
7.3 m
parallel submergence ratio = PSR =
0.00
depth of the water surface measured from the geomembrane =
h , =
0.000 in
dry unit weight of the cover soil =
gda =
18.9
kN/m3
saturated unit weight of the cover soil = g
saYd =
19.6
kN/m3
unit weight of water =
g =
9.81 kN/m3
friction angle of the cover soil
= f =
34.0
= 0.59 (rad.)
Minimum interface friction angle
- d =
26.0
= 0.45 (rad.)
Constructed by Te-Pang Soong
Attachment 3 - Base Liner with Seepage and Dozer .xlsx

BASE LINER VENEER CONFORMANCE REQUIREMENTS (FS = 1.50)

WASTE CONNECTIONS, INC.
ANSON COUNTY LANDFILL - CONFORMANCE
BASE LINER SYSTEM -
SLOPE STABILITY ANALYSIS
INPUT TABLE
Denotes an input value
Denotes an automatically calculated cell
INPUT VALUES
thickness of cover soil at the top of the slope = he =
thickness of cover soil at the bottom of the slope = D =
drainage layer thickness = t =
slope beneath the geomembrane (xH:1 V) =
slope angle beneath the geomembrane = b =
finished slope angle = w =
length of slope measured along the geomembrane = L =
length of slope between drainage outlets = L =
moist unit weight of cover soil = yr =
saturated unit weight = y,at =
friction angle of the cover soil = � =
cohesion of the cover soil = c =
minimum interface friction angle = d =
minimum interface adhesion = ca =
2.00
ft = - meters = - turn
ft
mil = 0.5� cm = - turn
H:1 V
degrees
degrees (for uniform cover soil thickness w = b )
ft = 23.1648 meters
ft = 23.1648 meters
pcf = 18.85 kN/m^3
pcf = 19. kN/m^3
degrees
lb/ft^2
degrees
lb/ft^2
2.00
200
3.00
18.43
18.43
76.0
76.0
120.00
125.00
34.0
0.0
25.2
0.0
Unadjusted Curve Number
STORM EVENT YEAR
STORM EVENT HOUR
STORM EVENT RAINFALL
94
Year
Hour
Inches = mm/hour
25
24
6.37
Permeability of cover material = qh =
Permeability of drainage layer = ka =
Long Term Design Transmissivity = q =
Overall FS for drainage =FSD =
Reduction Factor for geotextile intrusion =RFBJ =
Reduction Factor for creep deformation = RFcR =1
1.90E-04
cm/sec
cm/sec
m2/sec
*Influence Factor Defauft Values
2.900
1.5E-04
1.3
1.2
1.3
Reduction Factor for chemical clogging = RFcc =
Reduction Factor for biological clogging = RFBC =
equipment ground pressure (= wt. of equipment/(2wb)) = q =
length of each equipment track = w =
1.1
lb/ft2
ft
Coversoil
Thickness
Equprrert Trade wah
1.1
verywde
I wide
standard
710.0
2300 mm
1.00
0.97
0.94
300-1000 rrm
0.97
0.92
0.70
10.60
a 1000 mm
0.95
0.75
0.30
wiuui ui cacn equipment uacx - u - 2.u2 iL
influence factor* at geomembrane interface = I = 0.97 See Table -->
acceleration/deceleration of the bulldozer = a = 0.00 g
OUTPUT SUMMARY
Ultimate Geocomposite Transmissivity Specification = 3.6E-04 m2/sec
Slope Stability Factor of Safety Summary
Method FS Required FS Calc'd By: Zach Metzler 10/11/2018,
Static - Translational - Unsaturated 1.50 1.50 Checked By:
Static - Translational - Saturated 1.50 1.50
Attachment 3 - Base Liner with Seepage and Dozer .xlsx

WASTE CONNECTIONS, INC.
ANSON COUNTY LANDFILL BASE LINER STABILITY (WITH SEEPAGE FROM 25-YR/24-HR STORM)
The adjusted SCS Curve Number is calculated as:
CN = 100 - (100-CNo) * (L2 / S) CN0-0.81
Where:
CNo SCS curve number (unadjusted for slope), from Figure A-3 of GRI Report #19 Appendix
L Standardized Dimensionless Length = L divided by 152 meters
Standardized Dimensionless Inclination = s / 0.04 (where s is defined as the vertical rise over the
S horizontal distance expressed as a ratio)
Input Variables
CNo =
94
Slope Length—
76 feet or
23.16367 meters
S =
3.00 on 1
0.333 percent, which yields 8.333
Storm Fvent
25
year 24
hour storm
6.370
inches/hour or 6.74
millimeters/hour
Calculated Variables
CNo -0.81=
0.02522
L2 / S =
0.0028
100 - CNo =
6
The adjusted SCS Curve Number is equal to:
CN =
94.8
The Potential Retention, (PR) in millimeters is calculated by:
PR = (25400 / CN) - 254
PR =
14 millimeters
The Runoff Coefficient, RC(t), as a function of time is determined by:
RC(t) _
[P(t) - 0.2 * PR] 2
P(t) * [P(t) + 0.8*PR]
Where:
P(t) =
Accumulated Precipitation, mm
P(t) =
I * t
Where:
P(t) =I*t
I =
Rainfall Intensity, min per hour
t =
time, hours
P(t) =
161.798 millimeters
RC(t)=
0.903
Attachment 3 - Base Liner with Seepage and Dozer .xlsx

ANSON COUNTY LANDFILL BASE LINER STATIC STABILITY
Placement of the Cover Material Layer
across the sideslopes with the incorporation of Equipment Loads
«'P
Passive 01-11,
Wedge
C�
N p tangy
Active
We dge h
We
WA F e
N,
;s GM
/ R L
A
65
Calculation of FS
Active Wed¢e:
Wa= 16642.1 lb
Na= 15788.1 lb
Passive Wed¢e:
Wp= 800.0 lb
S=-b+ b?-4ac
a= 7182.7
b= -12294
c= 2279.8
FS= 1.50
thickness of cover soil
= h
= 2.00
ft
cov. mat. slope angle beneath the geomembrane
= b
= 18.43
0.001
= 0.32
(rad.)
finished cover material slope angle =
w
= 18.43
7.87
= 0.32
(rad.)
length of slope measured along the geomembrane
= L
= 76.0
0
unit weight of the cover soil
= g
= 120.0
lb/ft^3
friction angle of the cover soil
= f
= 34.0
°
= 0.59
(rad.)
cohesion of thecover soil
= c
= 0.0
lb/ft^2
C 0 lb
critical interface friction angle
= d
= 25.20
°
= 0.44
(rad.)
adhesion =
ca
=I 0.0
lb/ft^2
Ca= 0 lb
thickness of the cover soil
= h
= 2.00
ft
b/h= 1.5
equipment ground pressure (= wt. of equipment/(2wb))
= q
= 710.0
lb/ft^2
We--gwl= 7300.2
length of each equipment track =
w
= 10.6
ft
Ne= Wecosb= 6925.6
width of each equipment track
= b
= 3.0
ft
Fe= We(a/p)= 0.0
influence factor* at geomembrane interface
= I
= 0.97
acceleration/deceleration of the bulldozer
= a
=1 0.00
g
*Influence FactorDefaut Values
CoverSoi
Thicw,ess
Equpnent Trade Width
VeryWide
Wide
Standard
1300 rrm
1.00
0.97
0.94
300-1000 nm
0.97
0.92
0.70
11000 rrm
0.95
0.75
0.30
Note: Denotes an automatically calculated cell
Denotes input values
Attachment 3 - Base Liner with Seepage and Dozer .xlsx

WASTE CONNECTIONS, INC.
ANSON COUNTY LANDFILL BASE LINER STABILITY (WITH SEEPAGE FROM 25-YR/24-HR STORM)
Calculation of DLC and PSR
P
166666
hc,& kcs
x
G
100 hav9
kd
i=sin (tangy( x-)) hd
100 -
= sin #
L = 23.16 in
b = 18.43
I.
h cs = 609.60 mm
h d or t cs = 5.08 mm
kcs.
= 1.90E-04
cm/s
kd orkos
=2.900
cm/s
P
= 6.74 mm/hr
RC
= 0.903
* Note: If there is only one soil
above the geomembrane
treat it as the drainage layer.
i -
0.3162
L (cosb ) =
21.98
in
x -
7.33
in
DLC
11.691
h cs. =
0.6
in
PSR
0.00071
h d or t Gs =
0.00508
in
hcs+hd=0.61
in
k cs. =
1.9E-06
m/s
k d or k Gs =
2.9E-02
m/s
P (RC) =
6.1
mm/hr
Actual runoff=
6.09
mm/hr
PERC =
0.65
min/hi
FLUX,_, =
0.014
m'/hr
FLUXa11_ =
0.168
m3/hr DLC = 11.6906
q = 4.0E-06 m3/sec
li_g = 0.000 in
PSR = 0.001
Note: Inumbers in boxes are input values
numbers in Italics are calculated values
Calculation of FS
Active Wedge:
WA = 256.5484 kN
U„ = 0.093677 kN
Uh = 9.26E-07 kN
NA = 243.2896 kN
Passive Wedge:
W, = 11.87053 kN
Uv = 2.78E-06 kN
FS=-b+, b ac.
2a
where a = 77.0
b = -131.5
c = 24.4
thickness of cover soil
= h =
0.61 in
length of slope measured along the geomembrane
= L =
23 m
soil slope angle beneath the geomembrane
= b =
18.4 = 0.32 (rad.)
vertical height of the slope measured from the toe
= H =
7.3 m
parallel submergence ratio = PSR =
0.00
depth of the water surface measured from the geomembrane =
h , =
0.000 in
dry unit weight of the cover soil =
gda =
18.9
kN/m3
saturated unit weight of the cover soil = g
saYd =
19.6
kN/m3
unit weight of water =
g =
9.81 kN/m3
friction angle of the cover soil
= f =
34.0
= 0.59 (rad.)
Minimum interface friction angle
- d =
L
= 0.44 (rad.)
Constructed by Te-Pang Soong
Attachment 3 - Base Liner with Seepage and Dozer .xlsx

SLOPE STABILITY ANALYSIS
• GLOBAL SLOPE STABILITY
• FINAL COVER SLOPE STABILITY

GLOBAL AND INTERIM SLOPE STABILITY ANALYSIS

FIAI'
i�7
Civil & Environmental Consultants, Inc.
PROJECT Anson County Landfill
PROJECT NO. 165-276
Proposed Phase 5 Expansion PAGE
Global Slope Stability Analysis
MADE BY ZLM DATE 10/23/18
MADE BY BN DATE 3/9/2023
1 of 14
CHECKED BY TDM DATE 10/29/18
CHECKED BY TDM DATE 3/10/2023
CALCULATION BRIEF
ANSON COUNTY LANDFILL
PROPOSED PHASE 5 EXPANSION
GLOBAL AND INTERIM SLOPE STABILITY ANALYSIS
OBJECTIVE: The objective of this analysis is to evaluate the stability of the final waste
grades proposed for the Phase 5 Expansion Area at the Anson County Landfill
for both static and seismic conditions.
METHODOLOGY: Identify critical cross sections for the proposed Phase 5 Expansion Area. Use
Reference Number (Ref. No.) 5 and Ref. No. 7 to establish material properties
for the bedrock, other soil materials and the Municipal Solid Waste (MSW).
Use Ref. No. 3 to calculate the minimum static factor of safety (FS) for the
slopes using the Morgenstern -Price method for both circular and sliding block
failures. Use Ref. No. 3 to calculate the yield acceleration required to produce
a seismic FS equal to 1.0, and compare the yield acceleration to the design
earthquake peak ground acceleration to determine if
displacement/deformation of the liner system,waste mass, and basins is likely
under seismic conditions. Finally, determine a minimum interface angle for
the liner system to achieve a minimum factor of safety (FS) of at least 1.5
under static conditions.
REFERENCES: 1. Peck, Hanson, and Thornbum, Foundation Engineering, Second Edition,
1974.
2. Bowles, J.E., Foundation Analysis and Design, Fourth Edition, 1988.
3. "Slide Version 7.0; 9.023," Rocscience, Inc., 2018; 2022.
4. Kavazanjian, E. Jr., et al, "Evaluation of MSW Properties for Seismic
Analysis," Geoenvironment 2000, ASCE Geotechnical Special Publication
No. 46, 1995.
5. Permit to Construct Application for Phases 3-4 MSW Landfill at the
Chambers Development Solid Waste Management Facility (Facility
Permit No. 0403); prepared for Chamber Development of North Carolina;
prepared by Civil & Environmental Consultants, Inc.; Application
submitted on November 2016.

FIAI'
i�7
Civil & Environmental Consultants, Inc.
PROJECT Anson County Landfill PROJECT NO.
Proposed Phase 5 Expansion PAGE 2
Global Slope Stability Analysis
OF
165-276
MADE BY ZLM DATE 10/23/18 CHECKED BY TDM DATE 10/29/18
MADE BY BN DATE 3/9/2023 CHECKED BY TDM DATE 3/10/2023
6. Design Hydrogeologic Investigation Report for the Phase 5 Landfill
Expansion Area; Prepared for Waste Connections of the Carolinas;
Prepared by Civil & Environmental Consultants, Inc.; March 2018.
7. "Direct Shear Database of Geosynthetic-to-Geosynthetic and
Geosynthetic-to-Soil Interfaces," Prepared by George R. Koerner, Ph.D.,
P.E., Geosynthetic Research Institute, June 14, 2005.
ANALYSIS:
Based on the proposed base and final grades, four cross sections (Cross Sections A, B,C, and 3) were
selected for evaluation of the proposed Phase 5 Expansion Area configuration. These cross sections
were selected to represent the steepest and longest sections of the Phase 5 Expansion Area final
grades, and generally align with the maximum base grade slopes. The locations of these cross
sections are shown on the attached figures The cross section location through the stormwater basin is
shows on the attached Figure C502.
MATERIAL PARAMETERS
Bedrock Material Properties
Similar to the stability analysis included with Ref. No. 5, the bedrock layer was modeled with the
following properties:
Soil Material Property
Value
Density [pounds per cubic foot (pcf)]
135
Effective Internal Angle of Friction (degrees)
45
Cohesion [pounds per square foot (psf)]
9,000
Soil Material Properties
Laboratory analyses of the onsite existing soils were performed as part of the Design Hydrogeologic
Study (Ref. No. 6). As such, the following properties for onsite soils were established:

FIAI'
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Soil Material Property
Value
Maximum Dry Density (pcf)
100.3
Optimum Moisture Content (%)
21.1
Moist Unit Weight [Assume 95 % Density @ OMC] (pcf)
115.4
Assumed density of Stormwater Basin Embankments (pcf)
120
Effective Internal Angle of Friction (degrees)
26.7
Effective Cohesion (psf)
120
Because these laboratory test results represent the residual soils as well as soils used in the
construction of the landfill, these Material Properties were used for the residual soils, structural fill,
and Compacted Soil Liner (CSL).
This analysis also includes typical shear strength design parameters for values for protective cover
material, as follows:
Protective Cover Material Property
Value
Moist Unit Weight (pcf)
120
Saturated Unit Weight (pcf)
125
Effective Internal Angle of Friction (degrees)
34
Effective Cohesion (psf)
0
MSW Material Properties
By its nature, MSW is a highly variable material and it is difficult to prescribe site -specific overall
MSW shear strength parameters for slope stability modeling purposes. Additionally, site -specific
laboratory shear strength testing of MSW is difficult because of material handling logistics (large
non -uniform particle sizes) and test equipment size limitations. Consequently, there are no site -
specific laboratory shear strength tests for MSW at the Anson County Landfill, which is not

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uncommon for landfills. However, several academic papers exist which define typical shear strength
properties for MSW. Ref. No. 4 is one such paper, which establishes typical MSW strength values
which are shown below:
c
Typical MSW ((Y< 501 psf)
00
501 psf
Typical MSW ((F > 501 psf)
33.00
175 psf
MSW is highly variable, and typical slope stability models that include MSW do not account for
varied shear strength properties based on ranging normal loads. Additionally, the typical MSW
shear strength parameters established above show relatively high cohesion (c) values. Therefore, in
lieu of the typical MSW strength parameters established above, the following MSW shear strength
values were used.
c
Model MSW 300 300 psf
Both the typical MSW strength values defined by Ref. No. 4 (black line) and the MSW model value
(red dashed line) were plotted on the following graph to determine their relationship to one another:

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8,000
7,000
6,000
155,000
—000
0001-
4,000
00000
3,000
2,000
1,000
0
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000
Normal Stress (psfl
Typ. MSW (a < 501; (p = 0 ; c = 501) & (6 > 501; (p = 33 ; c = 175) — — Design MSW ((p = 30; c =300)
As illustrated on the above graph, the MSW model value provides a more conservative (lower) shear
strength value for the majority of normal loads expected at the landfill. Therefore, the MSW model
value is acceptable for use in the slope stability evaluation.
Additionally, MSW materials were modeled with a unit weight of 60 pounds per cubic foot (pcf).
Critical Geosynthetic Interface
The geosynthetic portion of the base liner systems will consist of two components, including a high
density polyethylene (HDPE) textured geomembrane and a double -sided drainage composite, which
have different mechanical, physical, and shear strength properties. The stability of the liner system
depends on the shear strength and strain properties of the components used in its construction along
with the characteristics of the waste. Stability of these systems is generally limited to the amount of
shear strength afforded by the weakest component of the liner system. Thus, the design of the base
liner systems is based upon limiting stress and strain to within a range tolerable for the "weakest"
liner system components with respect to interface and internal shear strength. However,
geosynthetic materials often demonstrate varying interface shear strength characteristics, depending
on the normal load applied and strain. As such, it is generally not possible to determine the single

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geosynthetic interface that will be the weakest with respect to shear strength, over the range of
normal loads anticipated.
In order to evaluate the stability of the liner system, it is necessary to first determine the various
shear strength properties and design parameters for each of the liner system components, over a
range of normal loads that might be expected during the construction, operation, and closure of the
landfill. Once this is complete, all of the frictional interface data for all of the geosynthetic
components are plotted together on one graph using numerous direct shear test results to develop a
composite shear strength curve. This approach allows a composite curve (comprised of varying
geosynthetic interfaces based upon the normal load) to be used, in lieu of choosing a single
geosynthetic interface to model. The composite curve is generally developed by using the lower-
most normal stress versus shear strength results to provide conservative shear strength parameters
for modeling.
The proposed liner system, from top to bottom, is as follows:
oo 24-inches Protective Cover;
oo Double -Sided Heat -Bonded Drainage Composite with non -woven geotextile on both sides;
oo 60-mil Textured High Density Polyethylene (HDPE) Textured Geomembrane;
oo 24-inches CSL; and
oo Prepared or existing Subgrade
Additionally, an alternative liner system is proposed for the Phase 5 Expansion Area. The
alternative proposed liner system, from top to bottom, is as follows:
oo 24-inches Protective Cover;
oo Double -Sided Heat -Bonded Drainage Composite with non -woven geotextile on both sides;
oo 60-mil Textured HDPE Textured Geomembrane;
oo Geosynthetic Clay Liner (GCL);
oo 18-inches CSL; and
oo Prepared or existing Subgrade
Ref. No. 7 was used to establish shear strength parameters for the various proposed interfaces of the
base liner system. Two shear/normal strength envelopes were developed to represent the base and
side -slope liner systems using available peak and residual shear strength data. The results of this
process are as follows:
Geos nthetic Interface Peak Friction I Peak Adhesion

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DATE
3/9/2023
CHECKED BY
TDM
DATE
3/10/2023
Base -Liner (Floor)
[+]
(degrees)
[c]
(sf)
Protective Cover and Double -Sided Drainage Composite
27
292
Double -Sided Drainage Composite and Textured HDPE
Geomembrane
26
0
Textured HDPE Geomembrane and CSL
18
209
GCL (Nonwoven Side) and Textured HDPE Geomembrane
23
167
GCL (Woven Side) and CSL
29
0
GCL Internal
16
794
Using the aforementioned approach, interface strengths for the various geosynthetic interfaces to be
used in the floor of the base liner system were plotted onto one graph to determine the composite
peak shear strength curve for the base liner system.
Geosynthetic Interface Shear vs. Normal
(Floor - Peak Shear Strength)
7000
6000
a
5000 —
4000
vi 3000 r�
2000
1000
0
0 2000 4000 6000 8000 10000
Normal Stress (psfl
Cover Soil vs. Geocomposite Textured GM vs. Geocomposite
Textured Geomembrane vs. GCL Compacted Clay Liner vs. GCL
GCL (Internal) Textured GM vs. CCL
Critical Geosynthetic Interface Standard Liner Critical Geosynthetic Interface Alternate Liner

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BN
DATE
3/9/2023
CHECKED BY
TDM
DATE
3/10/2023
Similarly, residual shear -strength parameters were used to model the shear -strength properties of the
base liner side -slopes as follows:
Geosynthetic Interface
Residual
Residual
Base -Liner (Side -Slopes)
Friction [+]
Adhesion [c]
(degrees)
(sf)
Protective Cover and Double -Sided Drainage Composite
21
167
Double -Sided Drainage Composite and Textured HDPE
15
0
Geomembrane
Textured HDPE Geomembrane and CSL
16
0
GCL (Nonwoven Side) and Textured HDPE Geomembrane
13
0
GCL (Woven Side) and CSL
19
0
GCL Internal
6
251
Using the same approach as described above, interface strengths for the various geosynthetic
interfaces to be used in the side -slopes of the base liner system were plotted onto one graph to
determine the composite shear strength curve for the slope areas of the base liner system.

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DATE
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DATE
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BN
DATE
3/9/2023
CHECKED BY
TDM
DATE
3/10/2023
Geosynthetic Interface Shear vs. Normal
(Sideslope - Residual Shear Strength)
5000
4500
4000
a 3500 /
3000
dw
2500 _
2000
1500
1000
500
0
0 2000 4000 6000 8000 10000
Normal Stress (psfl
Cover Soil vs. Geocomposite Textured GM vs. Geocomposite
Textured Geomembrane vs. GCL Compacted Clay Liner vs. GCL
GCL (Internal) Textured GM vs. CCL
—Critical Geosynthetic Interface Standard Liner — —Critical Geosynthetic Interface Alternate Liner
Referring to the composite curves in the above figures the composite shear strength parameters are
as follows:
Base Liner Peak Strength
Normal Stress ( sf)
Shear Stress ( sf)
0
0
500
244
1,000
488
2,000
859
5,000
1,833

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Global Slope Stability Analysis
MADE BY ZLM DATE 10/23/18 CHECKED BY TDM
MADE BY BN DATE 3/9/2023 CHECKED BY TDM
10,000 3,458
16,000 1 5,408
Side Slope Liner Lon -Term Strength
Normal Stress ( sf)
Shear Stress ( sf)
0
0
500
115
1,000
231
2,000
461
5,000
776
10,000
1,302
16,000
1,932
10 OF 14
DATE 10/29/18
DATE 3/10/2023
The geosynthetic critical interface will be modeled using the peak shear strengths on the floor and
residual shear strengths on slopes greater than 5%.
GROUNDWATER
Seasonal high groundwater contours established in Ref. No. 6 and shown in the attached figures
were used to approximate elevations of the groundwater table beneath the proposed Phase 5
Expansion Area. The elevations are a composite high based on seasonal high groundwater levels
measured at various groundwater monitoring locations.
RESULTS:
As described above, three cross -sections were evaluated based on the final and base grading
configuration of the proposed Phase 5 Expansion Area. Both static and seismic stability analyses
were performed. To demonstrate long-term stability a minimum FS of 1.5 was required for the static
stability analysis. To demonstrate long-term seismic stability, the yield acceleration for each cross
section and failure type was determined and compared to the peak ground acceleration (PGA) to
determine if deformation/displacement of the waste mass and/or liner system is likely to occur. The
Slide output for each analysis is attached at the end of this calculation brief. The cross section
locations, top of composite groundwater, top of bedrock, top of subgrade, and final cover grades are
shown on the attached Figures 1 through 4. One interim cross-section representing the longest slope
of waste placement (Identified as Interim 1) was also evaluated to confirm stability as landfill
operations occur.

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STATIC SLOPE STABILITY RESULTS
Referring to the attached Slide output the following minimum factors of safety (FS) for the static
slope stability analysis were obtained for each of the cross -sections analyzed. Since Cross section 3
is in a stormwater basin berm, and does not contain a liner system, a sliding block analysis was not
included.
Cross -Section
Failure Type
Minimum FS
A
Sliding Block
2.0
B
Sliding Block
2.0
C
Sliding Block
1.9
Interim 1
Sliding Block
2.0
A
Circular Arc
2.5
B
Circular Arc
2.5
C
Circular Arc
2.4
Interim 1
Circular Arc
2.4
3
Circular Arc
2.7
As shown, all of the FS are greater than 1.5, indicating the Phase 5 expansion will be stable in the
long-term for static conditions.
SEISMIC SLOPE STABILITY RESULTS
The same cross -sections investigated in the static slope stability analysis were examined in the
seismic slope stability analysis. The models for the seismic slope stability analysis were unchanged
from the static slope stability analysis, except that a horizontal acceleration was applied to each of
the models to determine the yield acceleration (ay). The yield acceleration (horizontal acceleration at
which failure is just initiated, i.e. the FS = 1.0) was determined for each cross-section by means of
circular arc and sliding block type failure surfaces. The yield acceleration is expressed as a portion
of the acceleration due to earth's gravity (g).
The ratio of the yield acceleration to the peak ground acceleration (PGA) was then determined using
the following equation:
Ratio =PGA

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A calculated ratio that is less than or equal to 1.0 indicates that deformation/displacement of the
waste mass and/or liner system is likely to occur under the design earthquake PGA, and additional
analysis is required to estimate the amount of deformation. However, a calculated ratio that is
greater than 1.0 indicates that deformation/displacement of the waste mass and/or liner system will
not occur under the design earthquake PGA, and no further analysis is required to demonstrate the
landfill is seismically stable.
A map showing the PGA with a probability of 2% in 50 years is included at the end of this
calculation brief. Referring to this map the PGA for Anson County Landfill is 0.1066g. Based on
previous correspondence with the United States Geological Survey this probability/return interval is
approximately the same as the horizontal acceleration associated with a 10% probability of occurring
in 250 years.
Referring to the attached Slide output, the yield acceleration and Ratio for each cross-section are:
Cross -Section
Failure Type
Yield Acceleration
ay for FS =1.0
a.
Ratio = PGA
A
Sliding Block
0.210
1.97
B
Sliding Block
0.210
1.97
C
Sliding Block
0.210
1.97
Interim A
Sliding Block
0.210
1.97
A
Circular
0.305
2.86
B
Circular
0.315
2.95
C
Circular
0.315
2.95
Interim A
Circular
0.310
2.91
3
Circular
0.458
4.30
As shown, all of the Ratios are greater than 1.0, indicating the Phase 5 expansion will be stable in the
long-term under the design earthquake seismic conditions, and deformation/displacement of the liner
system and waste mass is not anticipated.
MINIMUM LINER SYSTEM INTERFACE FRICTION ANGLE
Additionally, Cross Section C, which exhibited the lowest, calculated FS against sliding block
failure was used to determine the minimum liner system interface friction angle required in order to
achieve a static factor of safety (FS) of at least 1.5 for static conditions. This represents the lowest
interface friction angle required to maintain a stable slope under static conditions and should be used

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for confirmatory interface testing during construction of each new cell onsite. The results of the
analysis showed that the minimum geosynthetic interface required is:
Minimum Friction
Angle to Obtain
Cross -Section
Failure Type
FS = 1.5
C
Sliding Block
130
Additionally, seismic stability of the conformance analysis was examined, and determined to be
stable under anticipated seismic loading.
Yield Acceleration
ay
Cross -Section
Failure Type
(ay) for FS =1.0
Ratio =PGA
C
Sliding Block
0.115
1.07
As shown above, Cross -Section C required a 13' friction angle to obtain a minimum FS of 1.5. As
such, the required peak shear strengths that correspond to the above 130 friction angle can be
determined over a range of normal loads from the following equation:
z = c + (6)tano
Minimum Peak Interface Shear Strength Proberties
Interface
Friction AngleM
Normal Stress 6
Shear Strength(') ti
(degrees)
(sf)
(sf)
Required Geosynthetic
130
2,000
5,000
462
1,154
Interface Strengths
10,000
2,309
Notes:
1. Peak shear strengths are provided in both friction angle and shear stress at the specified
normal stress. Shear stress is calculated using the equation: i = c + (titan �) where c equals
cohesion or adhesion. Exceeding either the required friction angle with cohesion/adhesion
equal to zero or the peak shear stress at the required normal load is acceptable.

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I CONCLUSIONS:
Based on the results of this slope stability analysis, the proposed Phase 5 Expansion Area will have a
long-term FS greater than 1.5 for static conditions, and deformation/displacement of the waste mass,
liner system, and/or basins is not expected to occur under the design earthquake PGA (i.e., 0.14g).
Therefore, the proposed Phase 5 Expansion Area liner system,waste mass, and basins will be stable
under static and seismic conditions.
Additionally, a stability analysis was performed to determine the minimum geosynthetic interface
friction required to achieve a minimum static FS of 1.5. The minimum interface friction angle
calculated was determined to be 13 degrees. Conformance testing of the liner system interfaces
should be performed to verify materials provided for each cell construction will meet or exceed this
requirement.

FIGURES

40
NORTH
LEGEND
tLJ
EXISTING TOPOGRAPHIC CONTOUR
GROUNDWATER CONTOUR
SLOPE STABILITY CROSS-SECTION LOCATION
*HAND SIGNATURE ON FILE
SCALE IN FEET
mommi
500 1000
EXISTING TOPOGRAPHIC CONTOUR
GROUNDWATER CONTOUR
SLOPE STABILITY CROSS-SECTION LOCATION
*HAND SIGNATURE ON FILE
SCALE IN FEET
mommi
500 1000

N
40
NORTH
LEGEND
tLJ
-2s0—
EXISTING TOPOGRAPHIC CONTOUR
BEDROCK CONTOUR
SLOPE STABILITY CROSS—SECTION LOCATION
o
60
to
(} o 280 I) 1111 )\\
—290
500
_g 334U-
20 \
3'o 0" \\ \
�� \\ 420�\
� \
\ �
*HAND SIGNATURE ON FILE
SCALE IN FEET
mommi
500 1000
-2s0—
EXISTING TOPOGRAPHIC CONTOUR
BEDROCK CONTOUR
SLOPE STABILITY CROSS—SECTION LOCATION
o
60
to
(} o 280 I) 1111 )\\
—290
500
_g 334U-
20 \
3'o 0" \\ \
�� \\ 420�\
� \
\ �
*HAND SIGNATURE ON FILE
SCALE IN FEET
mommi
500 1000

40
NORTH
L
LEGEND
EXISTING TOPOGRAPHIC CONTOUR
290 PROPOSED BASE GRADE CONTOUR
tL
SLOPE STABILITY CROSS—SECTION LOCATION
J
2g0- - �
i i 1 2
L
�
1
9o� .I z
EXISTING PHASE 3
1 rS Zr3jo SUBBASE `GRADES
( I ov- \, I
20, 1 y
3joe fI 340
P s �60 3o so39
N , \��\ 420 \
I CUP
,\1 \1 III II f r ,
310
1 ✓ � � �I �
//8,
*HAND SIGNATURE ON FILE
SCALE IN FEET
mmilli
500 1000

40
NORTH
1,
4jp4�
f \\\ \ `'sow �j/�/
00. lam, �-290�
LEGEND
EXISTING TOPOGRAPHIC CONTOUR
300 PROPOSED BASE GRADE CONTOUR
*HAND SIGNATURE ON FILE
A A SLOPE STABILITY CROSS—SECTION LOCATION SCALE IN FEET
mmilli
0 500 1000

"ll
. •
550
FINAL
550
500
G
ME
500
450
450
400
SUBBASE GRADE
400
350
—
_ —
/ ll�il�ilr--i
TOP OF BEDROCK
EXIST
NG GROUND
SURFACE
350
300
300
250
250
/
/ir—i
�i/
//
llr—
lr—i/
//
Ir-117
/
//
200
GROM
DWATER
200
rain
0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0
+ + + + + + + + + + +
0+00 2+00 4+00 6+00 8+00 10+00 12+00 14+00 16+00 18+00 20+00 22+0022+60
CROSS-SECTION A -A
SCALE H:1 "=200'; V:1 "=200'
coin
550
550
500
500
450
450
400
SUBBASE
GRAD
400
350
/--EXISTING
GROUND
SURF
CE
350
300
300
250
//�
/�/
/
/
lT—ll
/
250
/
200
GROUNDWATER
T
P OF BEDROCK
200
0 0 0 0 0 0 0 0
+ + + + t t t t
0+00 2+00 4+00 6+00 8+00 10+00 12+00 14+00 15+90
CROSS-SECTION B-B
SCALE H:1 "=200'; V:1 "=200'
Mira,
550
550
500
F14AI
GR
500
450
450
400
SUBBASE
PH
SUE
E 3
BASE GRADE
400
350
EXISTING
GROUND
350
300
SUFFACE
300
250
/l
// M
11
11711—/
i
//r—/
250
200
::!I�ROUND
ATER TOP
OF BEDROCK
200
0 0 0 0 0
0+00 2+00 4+00 6+00 8+00 10+0010+60
CROSS-SECTION C-C
SCALE IN FEET
0 200 400
SCALE H:1 "=200'; V:1 "=200'

7 1 6 1 5 1 4
2
F
E
D
I.
/ ///
j\\
NORTH
260 ,�\\�
LEGEND
PROPERTY LINE
50J
��300' PROPERTY BUFFER
I\ EXISTING STREAMS
� 1 III \
50' STREAMS BUFFER
1 J
\�I�III EXISTING WETLANDS
V A v ,/,
/ y _ \�\\ �\ rs r' \ \ \ \ 1 I ( c, a \ I ( I 1 \ I 50' WETLANDS BUFFER
—3oo EXISTING MAJOR CONTOUR
p� � ��_O
\ r T h1
z c
• �_�� ( I /p0 31I
\ .• 1. �,�,� �� �/
c 30
ti 0 �o
1
5,
(0/�
///////����
i
/ • • • • � f� .IIIIII II�1 /ll/�//� ii � � 3� \ .moo. � ) I I \ \ \ / � o�
If 1g,
. ��IIIIIIIIII�II/�///� � �i� °• ) � � l � l I \ >� I / ' �0 _- -
'or
�'o-
i 0 I IIIII� \ V'�
;� I jlll III I I �I I
300 c,�'(i
ul Lc"' 111 o ��
I
( I)
�\ Illljlpl l I -
\\ IIIIIIIIpII� N o
c
0
�
\ \IllilIi1ll
ILII I i lull i 1 1,01
rn S0i
p_/�/'/
290 4>�
�o � ,moo 0 3600 �
vvv\v, 0 320
(\ l\ �-I ti�\�\\\\��\ \ \ \\\\� 51
�J \ I \� \ �-2 ( \\\`\III I I C'7 r, •�
77
— —
REFE\RENCt
1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED
AT 2-FT CONTOUR INTERVALS BY GPI (JOB N0. 18-006); DATE OF AERIAL � �--�•� \`__` �_`�—�� --s\�
PHOTOGRAPHY JANUARY 15, 2018.
2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED
FROM NC DOT GIS.
3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016.
4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS:
3710644500J, 3710644600J, 3710645500J, 3710645600J.
7 6
So
\SS
5
Sso,
s4S
e \ 100-YEAR FLOODPLAIN BUFFER
I s ) I I \I \\\ \\( \\ \ IM PHASE LIMIT/EDGE OF LINER
300 MAJOR CONTOUR
l I
�26d MINOR CONTOUR
PERIMETER ROAD
�...�... PERIMETER DITCH
DOWNCHUTE
ST CULVERT
RIPRAP APRON
1 ` J \\ �/ / TACK -ON DITCH
/
NOTES
�( 1. CONTOURS SHOWN AS SUBGRADE INSIDE THE CELL AREA AND
/ \\ l I dtil) ll / PERIMETER GRADING OUTSIDE THE CELL AREA. SLOPES DEPICTED
NUMERICALLY ARE PROVIDED ONLY FOR REFERENCE.
2. SILT GAGE SHALL BE INSTALLED UPON SEDIMENT POND
CONSTRUCTION.
J 3. RIPRAP OUTLET PROTECTION SHALL BE PLACED AT THE OUTLET OF
�ll lD7l THE PERIMETER DITCHES IMMEDIATELY AFTER THE INSTALLATIONS OF
\,jl � 1/ii THE DITCHES.
4. CHECK DAMS SHALL BE INSTALLED AS THE DITCHES ARE
`III CONSTRUCTED.
5. SEDIMENT BASIN 10, CULVERT 7, AND PERIMETER DITCHES 14 &
15 I AND ACCESS
CONSTRUROAD
SHALL BE CONSTRUCTED WITH PHASE 4 -
CELL 6. SEDIMENT BASIN 12, CULVERT 6, PERIMETER DITCHES 12 AND 13
AND PORTIONS OF THE ACCESS ROAD SHALL BE CONSTRUCTED
WITH PHASE 4 - CELL 2 CONSTRUCTION.
1 \ I (( > 7. SEDIMENT BASIN 13, CULVERTS 4 & 5, PERIMETER DITCHES 9, 10,
& 11 AND PORTIONS OF THE ACCESS ROAD SHALL BE
CONSTRUCTED WITH PHASE 4 CELL 2.
IIIIIII III Il 1 �__ � \ 1,-- • � / � I / / � I.
SEDIMENT BASIN 14, CULVERT 3, PERIMETER DITCHES 5, 6 AND
PORTIONS OF ACCESS ROAD SHALL BE CONSTRUCTED WITH PHASE
5 CELL 3 & CELL 4 CONSTRUCTION.
Iql IIII IIII I �\ \c��,J` \ \„��— \� J /i/ � / 1 I � •
9. THIS DRAWING DEPICTS THE STORMWATER DESIGN DURING FINAL
I / / CONDITIONS.
'I IIII IIII � � ��� \ I I/ / �-`
°('iI�1IIIlIIl1� \ \\ \/� / / (/ / L• •1 \�—JI 10. DIVERSION CHANNELS, TACK -ON SWALES, CULVERTS, OUTLET
PROTECTION, DOWNCHUTES, AND OTHER FEATURES WILL BE
CONSTRUCTED AT THE APPROXIMATE LOCATIONS SHOWN AND/OR AT
OTHER LOCATIONS DEFERMINED BY ANSON COUNTY LANDFILL.
11 REFER TO DRAWINGS C600-C605 FOR CONSTRUCTION DETAILS AS
11
I IIIIII` IIII \ I (\ v�li NOTED ON THESE PLANS.
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C502

UNITED STATES GEOLOGICAL SURVEY
CUSTOM HAZARD MAP

Unified Hazard Tool
U.S. Geological Survey - Earthquake Hazards Program
https://earthquake.usgs.gov/hazards/interactive/
Unified Hazard Tool
Pleased o not use this tool too btain ground motion parameter values for the design code
reference documents covered by the U.S. Seismic Design Maps web tools (e.g., the
International Building Code and the ASCE 7 or 41 Standard). The values returned by the two
applications are not identical.
^ Input
Edition
Spectral Period
Conterminous U.S. 2014 (v4.0.x) Peak ground acceleration
Latitude
Decimal degrees
Time Horizon
Return period in years
35.005955 2475
Longitude
Decimal degrees, negative values for western longitudes
-80.162979
Site Class
760 m/s (B/C boundary)
1 of 2 10/29/2018, 4:09 PM

Unified Hazard Tool
https:Hearthquake.usgs.gov/hazards/interactive/
Hazard Curve
Hazard Curves
Uniform Hazard Response Spectrum
u
le-2
v
0.30
v
v
VO
c
0.25
o le-3
0
u
c
v
g
0.20
�
c
2
0.15
t
i le-4
V`
R
�
0.10
a
Spectral Period (s): PGA
- Time Horizon 2475 years
0.05
Ground Motion (g): 0.1066
le-5
Peak Ground Accelention
0.20 Second Spectral Acceleration
1.00 Second Spectral Acceleration
0.00
le-2 le-1
le+0
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0
Ground Motion (g)
Spectral Period (s)
View Raw Data
2 of 2 10/29/2018, 4:09 PM

SLIDE OUTPUT

STATIC STABILITY ANALYSIS
CROSS SECTION A
BLOCK FAILURE

10
Checked By:
TDM 10/29/2018
0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200
Anson County Landfill - Phase 5 Expansion
Analysis De-nptlon
Cross -Section A: Sliding Block
Drawn By ZLM scale 1:2902 Company Civil & Environmental Consultants, Inc.
SLIDEINTERPRET 8.016
Date 10/10/2018, 9:48:14 AM File Name Cross -Section A- Sliding Block.slim

91MNT RPRU 8.016
a1� : Page 1 of 8
Project Summary
Slide Modeler Version: 8.016
Compute Time: 00h:00m:01.175s
General Settings
Units of Measurement:
Imperial Units
Time Units:
days
Permeability Units:
feet/second
Data Output:
Standard
Failure Direction:
Right to Left
Analysis Options
Slices Type:
Slide Analysis Information
Vertical
Analysis Methods Used
GLE/Morgenstern-Price with interslice force function (Half Sine)
Number of slices:
50
Tolerance:
0.005
Maximum number of iterations:
75
Check malpha < 0.2:
Yes
Create Interslice boundaries at intersections
Yes
with water tables and piezos:
Initial trial value of FS:
1
Steffensen Iteration:
Yes
Groundwater Analysis
Groundwater Method:
Water Surfaces
Pore Fluid Unit Weight [lbs/ft3]:
62.4
Use negative pore pressure cutoff:
Yes
Maximum negative pore pressure [psf]:
0
Advanced Groundwater Method:
None
Random Numbers
Pseudo -random Seed: 10116
Random Number Generation Method: Park and Miller v.3
Surface Options
Cross -Section A- Sliding Block.slim

SLIDE INTERPRET 1.111
Page 2 of 8
Surface Type:
Non -Circular Block Search
Number of Surfaces:
5000
Multiple Groups:
Disabled
Pseudo -Random Surfaces:
Enabled
Convex Surfaces Only:
Disabled
Left Projection Angle (Start Angle) [°]:
130
Left Projection Angle (End Angle) [°]:
200
Right Projection Angle (Start Angle) [°]:
50
Right Projection Angle (End Angle) [°]:
-20
Minimum Elevation:
Not Defined
Minimum Depth:
Not Defined
Minimum Area:
Not Defined
Minimum Weight:
Not Defined
Seismic Loading
Advanced seismic analysis: No
Staged pseudostatic analysis: No
Materials
Protective
Base Liner Geosynthetics
Compacted Clay
Base Liner Geosynthetics
Property
Waste
Subgrade
Bedrock
Cover
(Floor)
Liner
(Sideslope)
Color
F
0
El
C
C
■
F
Mohr-
Mohr-
Shear Normal function
Mohr -Coulomb
Mohr -Coulomb
Mohr -Coulomb
Shear Normal function
Strength Type
Coulomb
Coulomb
Unit Weight [lbs/
60
120
60
115.4
115.4
135
60
ft3]
Cohesion [psf]
300
0
120
120
9000
Friction Angle [°]
30
34
26.7
26.7
45
Water Surface
None
None
None
None
Piezometric
Piezometric
None
Line 1
Line 1
Hu Value
1
1
Ru Value
0
0
0
0
0
Shear Normal Functions
Name: Base Liner CGI - Sideslope
Normal (psf)
Shear (psf)
0
0
500
115
1000
231
2000
461
5000
776
10000
1302
16000
1302
Name: Base Liner CGI - Floor
Normal (psf)
Shear (psf)
0
0
500
244
1000
488
2000
859
5000
1833
10000
3458
16000
3458
Global Minimums
Cross -Section A- Sliding Block.slim

SLIDE INTERPRET 1.111
Page 3 of 8
Method: gle/morgenstern-price
FS
2.033300
Axis Location:
519.867, 1265.936
Left Slip Surface Endpoint:
320.260, 289.177
Right Slip Surface Endpoint:
1181.510, 520.195
Resisting Moment:
1.91752e+09 lb-ft
Driving Moment:
9.43057e+08 lb-ft
Resisting Horizontal Force:
1.76282e+06 Ib
Driving Horizontal Force:
866972 Ib
Total Slice Area:
69903.8 ft2
Surface Horizontal Width:
861.25 ft
Surface Average Height:
81.1655 ft
Global Minimum Coordinates
Method: gle/morgenstern-price
X y
320.26 289.177
325.283 284.073
344 276.05
878.849 291.704
1181.51 520.195
Slice Data
Global Minimum Query (I
rice) - Safety Factor: 2.0333
Angle
Base
Base
Effective
Base
Effective
Base
Shear
Shear
Pore
Slice
Width
Weight
of Slice
Base
Friction
Normal
Normal
Vertical
Vertical
Cohesion
Stress
Strength
Pressure
Number
[ft]
[lbs]
Base
Material
Angle
Stress
Stress
Stress
Stress
[Psf]
[Psf]
[psf]
[psf]
[degrees]
[degrees]
[Psf]
[psf]
[psf]
[psf]
1
1.53616
91.4866
-45.4562
Waste
300
30
231.505
470.72
295.696
0
295.696
60.4744
60.4744
2
3.48727
1101.06
-45.4562
Protective Cover
0
34
160.239
325.813
483.037
0
483.037
320.226
320.226
3
18.7167
16944.3
-23.2019
Base Liner
-1
13.0615
110.132
223.931
969.532
0
969.532
922.325
922.325
Geosynthetics
(Sideslope)
4
18.4431
26516.6
1.67647
Base Liner
117
20.3548
323.068
656.895
1455.24
0
1455.24
1464.7
1464.7
Geosynthetics (Floor)
5
18.4431
31557.2
1.67647
Base Liner
117
20.3548
375.187
762.868
1740.88
0
1740.88
1751.87
1751.87
Geosynthetics (Floor)
6
18.4431
36597.8
1.67647
Base Liner
209.667
17.9869
427.058
868.337
2028.76
0
2028.76
2041.25
2041.25
Geosynthetics (Floor)
7
18.4431
41638.4
1.67647
Base Liner
209.667
17.9869
473.28
962.32
2318.23
0
2318.23
2332.08
2332.08
Geosynthetics (Floor)
8
18.4431
46679
1.67647
Base Liner
209.667
17.9869
519.741
1056.79
2609.21
0
2609.21
2624.42
2624.42
Geosynthetics (Floor)
9
18.4431
51719.6
1.67647
Base Liner
209.667
17.9869
566.403
1151.67
2901.44
0
2901.44
2918.02
2918.02
Geosynthetics (Floor)
10
18.4431
56760.2
1.67647
Base Liner
209.667
17.9869
613.223
1246.87
3194.67
0
3194.67
3212.62
3212.62
Geosynthetics (Floor)
11
18.4431
61800.8
1.67647
Base Liner
209.667
17.9869
660.157
1342.3
3488.59
0
3488.59
3507.91
3507.91
Geosynthetics (Floor)
12
18.4431
66841.4
1.67647
Base Liner
209.667
17.9869
707.149
1437.85
3782.9
0
3782.9
3803.59
3803.59
Geosynthetics (Floor)
13
18.4431
71882
1.67647
Base Liner
209.667
17.9869
754.147
1533.41
4077.23
0
4077.23
4099.31
4099.31
Geosynthetics (Floor)
14
18.4431
76922.6
1.67647
Base Liner
209.667
17.9869
801.095
1628.87
4371.25
0
4371.25
4394.69
4394.69
Geosynthetics (Floor)
15
18.4431
81963.2
1.67647
Base Liner
209.667
17.9869
847.926
1724.09
4664.55
0
4664.55
4689.36
4689.36
Geosynthetics (Floor)
16
18.4431
87003.8
1.67647
Base Liner
209.667
17.9869
894.584
1818.96
4956.75
0
4956.75
4982.94
4982.94
Geosynthetics (Floor)
Cross -Section A- Sliding Block.slim

SLIDE INTERPRET 8.111
Page 4 of 8
17
18.4431
92044.4
1.67647
Base Liner
208
18.0042
941.047
1913.43
5247.49
0
5247.49
5275.03
5275.03
Geosynthetics (Floor)
18
18.4431
9708S
1.67647
Base Liner
208
18.0042
987.218
2007.31
5S36.35
0
5S36.3S
S565.24
5S6S.24
Geosynthetics (Floor)
19
18.4431
102126
1.67647
Base Liner
208
18.0042
1033.02
2100.44
5822.89
0
5822.89
5853.13
5853.13
Geosynthetics (Floor)
20
18.4431
107166
1.67647
Base Liner
208
18.0042
1078.4
2192.71
6106.78
0
6106.78
6138.34
6138.34
Geosynthetics (Floor)
21
18.4431
112207
1.67647
Base Liner
208
18.0042
1123.29
2283.99
6387.69
0
6387.69
6420.56
6420.S6
Geosynthetics (Floor)
22
18.4431
117247
1.67647
Base Liner
208
18.0042
1167.64
2374.17
6665.13
0
6665.13
6699.3
6699.3
Geosynthetics (Floor)
23
18.4431
122288
1.67647
Base Liner
208
18.0042
1211.4
2463.14
6938.88
0
6938.88
6974.33
6974.33
Geosynthetics (Floor)
24
18.4431
127329
1.67647
Base Liner
208
18.0042
12S4.S2
25S0.81
7208.62
0
7208.62
7245.34
724S.34
Geosynthetics (Floor)
25
18.4431
132369
1.67647
Base Liner
208
18.0042
1296.95
2637.08
7474.08
0
7474.08
7512.04
7512.04
Geosynthetics (Floor)
26
18.4431
137410
1.67647
Base Liner
208
18.0042
1338.65
2721.88
773S.04
0
773S.04
7774.22
7774.22
Geosynthetics (Floor)
27
18.4431
1424SO
1.67647
Base Liner
208
18.0042
1379.61
2805.16
7991.24
0
7991.24
8031.61
8031.61
Geosynthetics (Floor)
28
18.4431
147491
1.67647
Base Liner
208
18.0042
1419.79
2886.86
8242.66
0
8242.66
8284.21
8284.21
Geosynthetics (Floor)
29
18.4431
152532
1.67647
Base Liner
208
18.0042
14S9.18
2966.9S
8489.1
0
8489.1
8531.8
8S31.8
Geosynthetics (Floor)
30
18.4431
157572
1.67647
Base Liner
208
18.0042
1497.78
3045.43
8730.55
0
8730.55
8774.38
8774.38
Geosynthetics (Floor)
31
18.4431
162613
1.67647
Base Liner
208
18.0042
1535.57
3122.28
8967.01
0
8967.01
9011.95
9011.95
Geosynthetics (Floor)
32
18.4431
1676S3
1.67647
Base Liner
208
18.0042
1572.S8
3197.53
9198.54
0
9198.54
9244.57
9244.57
Geosynthetics (Floor)
33
2.82497
25786
37.0506
Protective Cover
0
34
2166.84
4405.84
6531.95
0
6531.95
8167.78
8167.78
34
17.6374
154725
37.0506
Waste
300
30
1947.07
3958.97
6337.53
0
6337.53
7807.45
7807.45
35
17.6374
145790
37.0506
Waste
300
30
1845.99
3753.45
5981.55
0
5981.55
7375.16
737S.16
36
17.6374
1368S6
37.0506
Waste
300
30
1745.76
3549.66
5628.59
0
5628.59
6946.54
6946.S4
37
17.6374
127921
37.0506
Waste
300
30
1646.1
3347.01
5277.58
0
5277.58
6520.29
6520.29
38
17.6374
118987
37.0506
Waste
300
30
1546.71
3144.92
4927.57
0
4927.57
6095.24
6095.24
39
17.6374
110052
37.0506
Waste
300
30
1447.31
2942.81
4577.46
0
4577.46
5670.09
5670.09
40
17.6374
101118
37.0506
Waste
300
30
1347.61
2740.09
4226.37
0
4226.37
5243.73
5243.73
41
17.6374
92182.9
37.0506
Waste
300
30
1247.34
2536.22
3873.24
0
3873.24
4814.91
4814.91
42
17.6374
83248.3
37.0506
Waste
300
30
1146.24
2330.64
3517.17
0
3517.17
4382.5
4382.5
43
17.6374
74313.8
37.0506
Waste
300
30
1044.02
2122.81
3157.21
0
3157.21
3945.38
3945.38
44
17.6374
65379.2
37.0506
Waste
300
30
940.466
1912.25
2792.49
0
2792.49
3502.48
3502.48
45
17.6374
56444.6
37.0506
Waste
300
30
835.312
1698.44
2422.17
0
2422.17
3052.78
3052.78
46
17.6374
47510
37.0506
Waste
300
30
728.348
1480.95
204S.46
0
204S.46
2595.32
259S.32
47
17.6374
38073.8
37.0506
Waste
300
30
612.855
1246.12
1638.72
0
1638.72
2101.39
2101.39
48
17.6374
27252.9
37.0506
Waste
300
30
476.926
969.734
1160.01
0
1160.01
1520.06
1520.06
49
17.6374
16351.8
37.0506
Waste
300
30
337.017
685.256
667.284
0
667.284
921.711
921.711
50
17.6374
5450.58
37.0506
Waste
300
30
194
394.461
163.611
0
163.611
310.07
310.07
Interstice Data
Cross -Section A- Sliding Block.slim

SUDQNMRPRU 8.016
Page 5 of 8
X
Y
Interslice
Interslice
Interslice
Slice
coordinate
coordinate - Bottom
Normal Force
Shear Force
Force Angle
Number
[ft]
[ft]
[Ibs]
[Ibs]
[degrees]
1
320.26
289.177
0
0
0
2
321.796
287.616
817.195
1.37373
0.0963159
3
325.283
284.073
3087.57
16.9721
0.314947
4
344
276.05
12927.4
335.422
1.4863
5
362.443
276.59
18100.8
832.27
2.63259
6
380.886
277.13
24081.4
1584.67
3.76491
7
399.329
277.669
30863.4
2633.63
4.87734
8
417.772
278.209
38341.6
4005.67
5.96424
9
436.215
278.749
46519.8
5728.53
7.02016
10
454.658
279.289
55400.9
7825.55
8.04002
11
473.101
279.829
64987.3
10315.2
9.01911
12
491.545
280.368
75280.8
13210.3
9.95295
13
509.988
280.908
86282.1
16517.9
10.8376
14
528.431
281.448
97991.5
20238.6
11.6695
15
546.874
281.988
110408
24366.4
12.4453
16
565.317
282.528
123530
28888.2
13.1624
17
583.76
283.067
137355
33783.7
13.8181
18
602.203
283.607
151880
39025.5
14.4104
19
620.646
284.147
167101
44578.8
14.9373
20
639.089
284.687
183012
50401.2
15.3975
21
657.532
285.227
199606
56443.5
15.7896
22
675.975
285.766
216877
62649.3
16.1124
23
694.418
286.306
234817
68955.9
16.3653
24
712.861
286.846
253415
75294.5
16.5477
25
731.304
287.386
272664
81590.5
16.659
26
749.747
287.926
292551
87764.6
16.6991
27
768.191
288.465
313067
93733.1
16.6678
28
786.634
289.005
334200
99408.9
16.5653
29
805.077
289.545
355939
104702
16.3916
30
823.52
290.085
378271
109521
16.1473
31
841.963
290.625
401185
113774
15.8331
32
860.406
291.164
424668
117368
15.4495
33
878.849
291.704
448709
120212
14.9977
34
881.674
293.837
440900
117501
14.9226
35
899.311
307.152
390860
100488
14.4182
36
916.949
320.467
343776
84782.8
13.854
37
934.586
333.782
299625
70450.7
13.2316
38
952.224
347.097
258389
57534.1
12.553
39
969.861
360.413
220060
46053.9
11.8202
40
987.498
373.728
184640
36009.6
11.0356
41
1005.14
387.043
152136
27379.4
10.2021
42
1022.77
400.358
122565
20120.6
9.32268
43
1040.41
413.673
95952.1
14170.2
8.40072
44
1058.05
426.989
72329.2
9445.11
7.43987
45
1075.69
440.304
51735.7
5843.57
6.44427
46
1093.32
453.619
34218.4
3245.56
5.4182
47
1110.96
466.934
19830.1
1514.11
4.3663
48
1128.6
480.249
8820.5
507.565
3.29338
49
1146.23
493.564
1787.34
68.804
2.20452
50
1163.87
506.88
-1152.93
-22.2372
1.10496
51
1181.51
520.195
0
0
0
Entity Information
Piezoline
Cross -Section A- Sliding Block.slim

91MNT RRRU 8.016
Page 6 of 8
x Y
0 270
524 270
775 280
945 280
1054 285
1194 287
1391 283
1643 284
2260 284
Block Search Polyline
X Y
316.074 288.02
344 276.05
1369 306.05
1391 312.05
1395 312.05
1401 312.05
1407.98 310.057
1408 310.05
1528 306.05
1639 311.05
1721 308.05
1757 308.05
1783 310.05
1789 312.05
1797 312.05
1804 310.05
1951 314.05
2260 320.05
External Boundary
x Y
2260 150
2260 280
2260 288
2260 318
2260 320
2260 320.05
2260 320.1
2260 322.1
2260 560
2179 560
1274 536
1116 509
318.979 288.823
316.142 288.039
316 288
3.091 288
0 288
0 250
0 150
Material Boundary
Cross -Section A- Sliding Block.slim

91MNT RRRU 8.016
a1� : Page 7 of 8
X Y
316 288
344 276
1369 306
1391 312
1395 312
1401 312
1408 310
1528 306
1639 311
1721 308
1757 308
1783 310
1789 312
1797 312
1804 310
1951 314
2260 320
Material Boundary
X Y
0 250
544 250
676 260
809 260
1016 280
1093 283
1392 276
1475 270
1660 270
1888 280
2260 280
Material Boundary
X Y
316 286
344 274
1369 304
1391 310
1395 310
1401 310
1408 308
1528 304
1639 309
1721 306
1757 306
1783 308
1789 310
1797 310
1804 308
1951 312
2260 318
Material Boundary
X Y
316 286
316 288
Material Boundary
Cross -Section A- Sliding Block.slim

91MNT RRRU 8.016
a1�
'Clien :Page 8 of 8
�
X Y
316.142 288.039
344 276.1
1369 306.1
1391 312.1
1395 312.1
1401 312.1
1408 310.1
1528 306.1
1639 311.1
1721 308.1
1757 308.1
1783 310.1
1789 312.1
1797 312.1
1804 310.1
1951 314.1
2260 320.1
Material Boundary
X Y
318.979 288.823
344 278.1
1369 308.1
1391 314.1
1395 314.1
1401 314.1
1408 312.1
1528 308.1
1639 313.1
1721 310.1
1757 310.1
1783 312.1
1789 314.1
1797 314.1
1804 312.1
1951 316.1
2260 322.1
Material Boundary
X Y
344 276
344 276.05
344 276.1
Cross -Section A- Sliding Block.slim

STATIC STABILITY ANALYSIS
CROSS SECTION B
BLOCK FAILURE

action
Water Surface
None
None
door
None
None
Piezometric Line 1
Piezometric Line 1
eslope
None
Checked By:
TDM 10/29/2018
0 200 400 600 800 1000 1200 1400 1600 1800
Project
j� Anson County Landfill - Phase 5 Expansion
Ana/ysisDe-option Cross -Section B: Sliding Block
Drawn By ZLM scale 1:2300 Company Civil & Environmental Consultants, Inc.
Date
10/10/2018, 11:23:09 AM
Name Cross -Section B- Sliding Block.slim

91MNT RPRU 8.016
a1� Page 1 of 7
Project Summary
Slide Modeler Version: 8.016
Compute Time: 00h:00m:00.981s
General Settings
Units of Measurement:
Imperial Units
Time Units:
days
Permeability Units:
feet/second
Data Output:
Standard
Failure Direction:
Right to Left
Analysis Options
Slices Type:
Slide Analysis Information
Vertical
Analysis Methods Used
GLE/Morgenstern-Price with interslice force function (Half Sine)
Number of slices:
50
Tolerance:
0.005
Maximum number of iterations:
75
Check malpha < 0.2:
Yes
Create Interslice boundaries at intersections
Yes
with water tables and piezos:
Initial trial value of FS:
1
Steffensen Iteration:
Yes
Groundwater Analysis
Groundwater Method:
Water Surfaces
Pore Fluid Unit Weight [lbs/ft3]:
62.4
Use negative pore pressure cutoff:
Yes
Maximum negative pore pressure [psf]:
0
Advanced Groundwater Method:
None
Random Numbers
Pseudo -random Seed: 10116
Random Number Generation Method: Park and Miller v.3
Surface Options
Cross -Section B- Sliding Block.slim

SLIDE INTERPRET 1.111
Page 2 of 7
Surface Type:
Non -Circular Block Search
Number of Surfaces:
5000
Multiple Groups:
Disabled
Pseudo -Random Surfaces:
Enabled
Convex Surfaces Only:
Disabled
Left Projection Angle (Start Angle) [°]:
130
Left Projection Angle (End Angle) [°]:
200
Right Projection Angle (Start Angle) [°]:
50
Right Projection Angle (End Angle) [°]:
-20
Minimum Elevation:
Not Defined
Minimum Depth:
Not Defined
Minimum Area:
Not Defined
Minimum Weight:
Not Defined
Seismic Loading
Advanced seismic analysis: No
Staged pseudostatic analysis: No
Materials
Protective
Base Liner Geosynthetics
Compacted Clay
Base Liner Geosynthetics
Property
Waste
Subgrade
Bedrock
Cover
(Floor)
Liner
(Sideslope)
Color
F
0
El
C
C
■
F
Mohr-
Mohr-
Shear Normal function
Mohr -Coulomb
Mohr -Coulomb
Mohr -Coulomb
Shear Normal function
Strength Type
Coulomb
Coulomb
Unit Weight [lbs/
60
120
60
115.4
115.4
135
60
ft3]
Cohesion [psf]
300
0
120
120
9000
Friction Angle [°]
30
34
26.7
26.7
45
Water Surface
None
None
None
None
Piezometric
Piezometric
None
Line 1
Line 1
Hu Value
1
1
Ru Value
0
0
0
0
0
Shear Normal Functions
Name: Base Liner CGI - Sideslope
Normal (psf)
Shear (psf)
0
0
500
115
1000
231
2000
461
5000
776
10000
1302
16000
1302
Name: Base Liner CGI - Floor
Normal (psf)
Shear (psf)
0
0
500
244
1000
488
2000
859
5000
1833
10000
3458
16000
3458
Global Minimums
Cross -Section B- Sliding Block.slim

SUDENMRPRU 8.016
Page 3 of 7
Method: gle/morgenstern-price
FS
2.012960
Axis Location:
382.834, 1295.481
Left Slip Surface Endpoint:
181.471, 301.243
Right Slip Surface Endpoint:
1057.407, 537.847
Resisting Moment:
2.12633e+09 lb-ft
Driving Moment:
1.05632e+09 lb-ft
Resisting Horizontal Force:
1.90555e+06 Ib
Driving Horizontal Force:
946640 Ib
Total Slice Area:
76856.2 ft2
Surface Horizontal Width:
875.936 ft
Surface Average Height:
87.7418 ft
Global Minimum Coordinates
Method: gle/morgenstern-price
X y
181.471 301.243
185.801 296.643
208 288.05
400 287.05
551.233 292.192
755.408 299.134
1057.41 537.847
Slice Data
Global Minimum Query (gle/morgenstern-price) - Safety Factor: 2.01296
Angle
Base
Base
Effective
Base
Effective
Base
Shear
Shear
Pore
Slice
Width
Weight
of Slice
Base
Friction
Normal
Normal
Vertical
Vertical
Cohesion
Stress
Strength
Pressure
Number
[ft]
[lbs]
Base
Material
Angle
Stress
Stress
Stress
Stress
[psf]
[psfJ
[psfJ
[psf]
[degrees]
[degrees]
[psf]
[psf]
[psf]
[psf]
1
1.2938
67.291
-46.7229
Waste
300
30
236.103
475.266
303.57
0
303.57
52.8227
52.8227
2
3.03704
873.355
-46.7229
Protective Cover
0
34
151.543
305.05
452.254
0
452.254
291.311
291.311
3
22.1986
20225.5
-21.1617
Base Liner
-1
13.0615
111.412
224.267
970.978
0
970.978
927.85
927.85
Geosynthetics
(Sideslope)
4
19.2
29129.2
-
Base Liner
117
20.3548
343.898
692.252
1550.55
0
1550.55
1548.76
1548.76
0.298413
Geosynthetics (Floor)
5
19.2
35392.7
-
Base Liner
117
20.3548
407.518
820.317
1895.73
0
1895.73
1893.61
1893.61
0.298413
Geosynthetics (Floor)
6
19.2
41656.3
-
Base Liner
209.667
17.9869
466.08
938.2
2243.94
0
2243.94
2241.51
2241.51
0.298413
Geosynthetics (Floor)
7
19.2
47919.8
-
Base Liner
209.667
17.9869
522.674
1052.12
2594.83
0
2594.83
2592.11
2592.11
0.298413
Geosynthetics (Floor)
8
19.2
54183.3
-
Base Liner
209.667
17.9869
579.673
1166.86
2948.23
0
2948.23
2945.21
2945.21
0.298413
Geosynthetics (Floor)
9
19.2
60446.9
-
Base Liner
209.667
17.9869
637.021
1282.3
3303.78
0
3303.78
3300.46
3300.46
0.298413
Geosynthetics (Floor)
10
19.2
66710.4
-
Base Liner
209.667
17.9869
694.647
1398.3
3661.06
0
3661.06
3657.45
3657.45
0.298413
Geosynthetics (Floor)
11
19.2
72974
-
Base Liner
209.667
17.9869
752.477
1514.71
4019.63
0
4019.63
4015.71
4015.71
0.298413
Geosynthetics (Floor)
12
19.2
79237.5
-
Base Liner
209.667
17.9869
810.432
1631.37
4378.96
0
4378.96
4374.74
4374.74
0.298413
Geosynthetics (Floor)
13
19.2
85501.1
-
Base Liner
209.667
17.9869
868.426
1748.11
4738.51
0
4738.51
4733.99
4733.99
0.298413
Geosynthetics (Floor)
14
18.9042
89882.8
1.94731
Base Liner
209.667
17.9869
908.799
1829.38
4988.85
0
4988.85
5019.75
5019.75
Geosynthetics (Floor)
15
18.9042
95114.1
1.94731
Base Liner
208
18.0042
956.561
1925.52
5284.67
0
5284.67
5317.2
5317.2
Geosynthetics (Floor)
Cross -Section B- Sliding Block.slim

SLIDE INTERPRET 8.111
Page 4 of 7
16
18.9042
100345
1.94731
Base Liner
208
18.0042
1004.07
2021.15
5578.93
0
5578.93
5613.07
5613.07
Geosynthetics (Floor)
17
18.9042
105577
1.94731
Base Liner
208
18.0042
1051.26
2116.15
5871.24
0
5871.24
5906.98
5906.98
Geosynthetics (Floor)
18
18.9042
110808
1.94731
Base Liner
208
18.0042
1098.07
2210.38
6161.16
0
6161.16
6198.5
6198.5
Geosynthetics (Floor)
19
18.9042
116039
1.94731
Base Liner
208
18.0042
1144.44
2303.71
6448.34
0
6448.34
6487.25
6487.25
Geosynthetics (Floor)
20
18.9042
121271
1.94731
Base Liner
208
18.0042
1190.3
2396.03
6732.4
0
6732.4
6772.87
6772.87
Geosynthetics (Floor)
21
18.9042
126502
1.94731
Base Liner
208
18.0042
1235.59
2487.2
7012.92
0
7012.92
7054.93
7054.93
Geosynthetics (Floor)
22
18.5613
129298
1.94731
Base Liner
208
18.0042
1279.87
2576.32
7287.13
0
7287.13
7330.65
7330.65
Geosynthetics (Floor)
23
18.5613
134341
1.94731
Base Liner
208
18.0042
1323.09
2663.32
7554.85
0
7554.85
7599.83
7599.83
Geosynthetics (Floor)
24
18.5613
139384
1.94731
Base Liner
208
18.0042
1365.62
2748.94
7818.31
0
7818.31
7864.74
7864.74
Geosynthetics (Floor)
25
18.5613
144427
1.94731
Base Liner
208
18.0042
1407.43
2833.11
8077.25
0
8077.25
8125.1
812S.1
Geosynthetics (Floor)
26
18.5613
149471
1.94731
Base Liner
208
18.0042
1448.49
2915.75
8331.55
0
8331.55
8380.8
8380.8
Geosynthetics (Floor)
27
18.5613
154514
1.94731
Base Liner
208
18.0042
1488.77
2996.84
8581.07
0
8581.07
8631.69
8631.69
Geosynthetics (Floor)
28
18.5613
1595S7
1.94731
Base Liner
208
18.0042
1528.26
3076.33
882S.63
0
8825.63
8877.59
8877.59
Geosynthetics (Floor)
29
18.5613
164601
1.94731
Base Liner
208
18.0042
1566.95
3154.21
9065.24
0
9065.24
9118.51
9118.51
Geosynthetics (Floor)
30
18.5613
169644
1.94731
Base Liner
208
18.0042
1604.84
3230.48
9299.94
0
9299.94
9354.51
9354.51
Geosynthetics (Floor)
31
18.5613
174687
1.94731
Base Liner
208
18.0042
1641.94
3305.15
9529.7
0
9529.7
9585.52
958S.52
Geosynthetics (Floor)
32
18.5613
179730
1.94731
Base Liner
208
18.0042
1678.25
3378.26
9754.66
0
9754.66
9811.72
9811.72
Geosynthetics (Floor)
33
2.71004
26338.1
38.324S
Protective Cover
0
34
2288.77
4607.2
6830.44
0
6830.44
8639.59
8639.59
34
17.6052
164519
38.324S
Waste
300
30
2053.01
4132.62
6638.3
0
6638.3
8261.09
8261.09
35
17.6052
154989
38.324S
Waste
300
30
1946.21
3917.64
626S.95
0
626S.95
7804.32
7804.32
36
17.6052
145459
38.3245
Waste
300
30
1840.26
3704.37
5896.53
0
5896.53
7351.16
7351.16
37
17.6052
135929
38.3245
Waste
300
30
1734.86
3492.2
5529.04
0
5529.04
6900.35
6900.35
38
17.6052
126398
38.3245
Waste
300
30
1629.68
3280.48
5162.34
0
5162.34
6450.51
6450.51
39
17.6052
116868
38.324S
Waste
300
30
1524.43
3068.62
4795.38
0
479S.38
6000.36
6000.36
40
17.6052
107338
38.324S
Waste
300
30
1418.8
2855.99
4427.11
0
4427.11
5548.6
5548.6
41
17.6052
97807.6
38.3245
Waste
300
30
1312.5
2642.01
4056.48
0
4056.48
5093.94
5093.94
42
17.6052
88277.4
38.3245
Waste
300
30
1205.24
2426.09
3682.5
0
3682.5
4635.17
4635.17
43
17.6052
78747.2
38.3245
Waste
300
30
1096.73
2207.67
3304.18
0
3304.18
4171.08
4171.08
44
17.6052
69216.9
38.324S
Waste
300
30
986.706
1986.2
2920.58
0
2920.58
3700.51
3700.51
45
17.6052
59686.7
38.324S
Waste
300
30
874.911
1761.16
2530.8
0
2530.8
3222.37
3222.37
46
17.6052
50156.5
38.324S
Waste
300
30
761.098
1532.06
2133.99
0
2133.99
2735.6
273S.6
47
17.6052
40626.2
38.3245
Waste
300
30
645.048
1298.45
1729.38
0
1729.38
2239.25
2239.25
48
17.6052
31096
38.3245
Waste
300
30
526.552
1059.93
1316.23
0
1316.23
1732.45
1732.45
49
17.6052
20313.4
38.324S
Waste
300
30
388.926
782.893
836.394
0
836.394
1143.82
1143.82
50
17.6052
6802.85
38.3245
Waste
300
30
211.905
426.557
219.202
0
219.202
386.702
386.702
Interstice Data
Cross -Section B- Sliding Block.slim

91MNT RRRU 8.111
*1�
: Page 5 of 7
X
Y
Interslice
Interslice
Interslice
Slice
coordinate
coordinate - Bottom
Normal Force
Shear Force
Force Angle
Number
[ft]
[ft]
[Ibs]
[Ibs]
[degrees]
1
181.471
301.243
0
0
0
2
182.764
299.869
722.629
1.00595
0.0797597
3
185.801
296.643
2641.64
12.3091
0.266976
4
208
288.05
13459
383.605
1.63259
5
227.2
287.95
20217.8
990.329
2.80428
6
246.4
287.85
28232.7
1954.62
3.96041
7
265.6
287.75
37407.1
3334.96
5.09463
8
284.8
287.65
47703.3
5183.03
6.20094
9
304
287.55
59129.3
7546.96
7.27361
10
323.2
287.45
71692.1
10468
8.30724
11
342.4
287.35
85397.2
13979.5
9.29685
12
361.6
287.25
100249
18105.9
10.2378
13
380.8
287.15
116249
22862
11.126
14
400
287.05
133399
28252
11.9577
15
418.904
287.693
147375
33261.7
12.7182
16
437.808
288.335
162064
38662.8
13.418
17
456.713
288.978
177461
44425.9
14.0547
18
475.617
289.621
193564
50513.5
14.626
19
494.521
290.264
210365
56880.8
15.1305
20
513.425
290.906
227858
63475.3
15.5665
21
532.329
291.549
246035
70237.5
15.9329
22
551.233
292.192
264889
77100.8
16.2286
23
569.795
292.823
284049
83867.6
16.4496
24
588.356
293.454
303843
90587.1
16.6013
25
606.917
294.085
324260
97180
16.6834
26
625.479
294.716
345290
103563
16.6956
27
644.04
295.347
366922
109648
16.6378
28
662.601
295.978
389144
115347
16.5105
29
681.163
296.61
411944
120567
16.3136
30
699.724
297.241
435312
125217
16.0478
31
718.285
297.872
459235
129203
15.7136
32
736.847
298.503
483701
132434
15.3119
33
755.408
299.134
508700
134820
14.8438
34
758.118
301.276
500272
131897
14.77
35
775.723
315.192
444042
112828
14.2568
36
793.328
329.108
391114
95245.2
13.6864
37
810.934
343.024
341460
79212.7
13.0606
38
828.539
356.94
295065
64771.7
12.381
39
846.144
370.856
251920
51940.2
11.6498
40
863.749
384.772
212030
40712.8
10.8693
41
881.354
398.688
175404
31061.8
10.0422
42
898.96
412.604
142064
22936.9
9.17153
43
916.565
426.52
112040
16265.7
8.26035
44
934.17
440.436
85369.5
10954.9
7.31242
45
951.775
454.352
62100.3
6890.43
6.33144
46
969.381
468.268
42286.9
3938.92
5.3216
47
986.986
482.184
25991.4
1948.51
4.2873
48
1004.59
496.1
13283.3
750.353
3.23311
49
1022.2
510.016
4237.91
160.128
2.16387
50
1039.8
523.931
-553.272
-10.4735
1.08449
51
1057.41
537.847
0
0
0
Entity Information
Piezoline
Cross -Section B- Sliding Block.slim

91MNT RRRU 8.016
Page 6 of 7
X Y
0 274
134 274
273 280
547 280
796 280
806 281
1050 289
1244 281
1320 280
1590 280
Block Search Polyline
x Y
177.076 300.021
208 288.05
400 287.05
551.233 292.192
900 304.05
1590 318.05
External Boundary
X Y
0 150
1590 150
1590 280
1590 280.865
1590 281
1590 316
1590 318
1590 318.05
1590 318.1
1590 320.1
1590 560
1434 560
1026 536
180.158 300.878
177.15 300.042
177 300
0 300
0 271
0 270
Material Boundary
X
Y
177
300
208
288
400
287
551.233
292.142
900
304
1590
318
Material Boundary
Cross -Section B- Sliding Block.slim

SLIDE INTERPRET 8.111
Page 7 of 7
X Y
0 270
123 270
604 270
806 281
1050 289
1244 281
1320 280
1590 280
Material Boundary
X
Y
177
298
208
286
400
285
551.233
290.142
900
302
1590
316
Material Boundary
X
Y
177.15
300.042
208
288.1
400
287.1
551.233
292.242
900
304.1
1590
318.1
Material Boundary
X Y
180.158 300.878
208 290.1
400 289.1
551.233 294.242
900 306.1
1590 320.1
Material Boundary
X Y
208 288
208 288.05
208 288.1
Material Boundary
X Y
177 298
177 300
Cross -Section B- Sliding Block.slim

STATIC STABILITY ANALYSIS
CROSS SECTION C
BLOCK FAILURE

tivi P, - .:
Material Name
Color
unit Weight
(Ibs/fti)
strength Type
Cohesion
(Psf)
Phi
(deg)
Shear Normal Function
Water Surface
Waste
60
Mohr -Coulomb
300
30
None
Protective Cover
■
120
Mohr -Coulomb
0
34
None
Base Liner Geosynthetics (Floor)
■
60
Shear Normal function
Base Liner CGI - Floor
None
Compacted Clay Liner
■
115.4
Mohr -Coulomb
120
26.7
None
Subgade
■
115.4
Mohr -Coulomb
120
26.7
Piezometric Line 1
Bedrock
■
135
Mohr -Coulomb
9000
45
Piezometric Line 1
Base Liner Geosynthetics (Sideslope)
60
Shear Normal function
Base Liner CGI - Sideslope
None
Checked By:
TDM 10/29/2018
200 400 600 800 1000
Anson County Landfill - Phase 5 Expansion
Ana/ysisDe-option Cross -Section C: Sliding Block
Drawn By ZLM sate 1:1576 Company Civil & Environmental Consultants, Inc.
Date 10/10/2018, 11:34:21 AM File Name Cross -Section C- Sliding Block.slim
1200

SLIDE INTERPRET 1.111
Page 1 of 8
Slide Analysis Information
Project Summary
Slide Modeler Version: 8.016
Compute Time: 00h:00m:01.157s
General Settings
Units of Measurement:
Imperial Units
Time Units:
days
Permeability Units:
feet/second
Data Output:
Standard
Failure Direction:
Right to Left
Analysis Options
Slices Type: Vertical
Analysis Methods Used
GLE/Morgenstern -Price with interslice force function (Half Sine)
Number of slices:
50
Tolerance:
0.005
Maximum number of iterations:
75
Check malpha < 0.2:
Yes
Create Interslice boundaries at intersections
Yes
with water tables and piezos:
Initial trial value of FS:
1
Steffensen Iteration:
Yes
Groundwater Analysis
Groundwater Method:
Water Surfaces
Pore Fluid Unit Weight [lbs/ft3]:
62.4
Use negative pore pressure cutoff:
Yes
Maximum negative pore pressure [psf]:
0
Advanced Groundwater Method:
None
Random Numbers
Pseudo -random Seed: 10116
Random Number Generation Method: Park and Miller v.3
Surface Options
Cross -Section C- Sliding Block.slim

91MNT RPRU 8.016
a1�
: Page 2 of 8
Surface Type:
Non -Circular Block Search
Number of Surfaces:
5000
Multiple Groups:
Disabled
Pseudo -Random Surfaces:
Enabled
Convex Surfaces Only:
Disabled
Left Projection Angle (Start Angle) [°]:
130
Left Projection Angle (End Angle) [°]:
200
Right Projection Angle (Start Angle) [°]:
50
Right Projection Angle (End Angle) [°]:
-20
Minimum Elevation:
Not Defined
Minimum Depth:
Not Defined
Minimum Area:
Not Defined
Minimum Weight:
Not Defined
Seismic Loading
Advanced seismic analysis: No
Staged pseudostatic analysis: No
Materials
Protective
Base Liner Geosynthetics
Compacted Clay
Base Liner Geosynthetics
Property
Waste
Subgrade
Bedrock
Cover
(Floor)
Liner
(Sideslope)
Color
C
C
r
C
C
im
C
Mohr-
Mohr-
Shear Normal function
Mohr -Coulomb
Mohr-
Mohr-
Shear Normal function
Strength Type
Coulomb
Coulomb
Coulomb
Coulomb
Unit Weight [lbs/
60
120
60
115.4
115.4
135
60
ft3]
Cohesion [psf]
300
0
120
120
9000
Friction Angle [°]
30
34
26.7
26.7
45
Water Surface
None
None
None
None
Piezometric
Piezometric
None
Line 1
Line 1
Hu Value
1
1
Ru Value
0
0
0
0
0
Shear Normal Functions
Name: Base Liner CGI - Sideslope
Normal (psf)
Shear (psf)
0
0
500
115
1000
231
2000
461
5000
776
10000
1302
16000
1302
Name: Base Liner CGI - Floor
Normal (psf)
Shear (psf)
0
0
500
244
1000
488
2000
859
5000
1833
10000
3458
16000
3458
Global Minimums
Method: gle/morgenstern-price
Cross -Section C- Sliding Block.slim

SLIDE INTERPRET 1.111
Page 3 of 8
FS
1.913710
Axis Location:
315.624, 859.146
Left Slip Surface Endpoint:
210.488, 298.425
Right Slip Surface Endpoint:
701.119, 438.605
Resisting Moment:
3.77227e+08 lb-ft
Driving Moment:
1.97118e+08 lb-ft
Resisting Horizontal Force:
593948 Ib
Driving Horizontal Force:
310364lb
Total Slice Area:
24494.7 ft2
Surface Horizontal Width:
490.631 ft
Surface Average Height:
49.9249 ft
Global Minimum Coordinates
Method: gle/morgenstern-price
X y
210.488 298.425
216.356 295.041
231 289.05
488 292.05
533 306.05
537.78 304.684
701.119 438.605
Slice Data
Global Minimum Query (gle/morgenstern-price) - Safety Factor: 1.91371
Angle
Base
Base
Effective
Base
Effective
Slice
Width
Weight
of Slice
Base
Base
Friction
Shear
Shear
Normal
Pore
Normal
Vertical
Vertical
Cohesion
Stress
Strengh
tStress
Pressure
Number
[ft]
[Ibs]
Base
Material
Angle
Stress
Stress
Stress
[Psf]
[psf]
[psf]
[psf]
[degrees]
[degrees]
[psf]
[psf]
[psf]
[psf]
1
5.56904
1265.71
-29.9781
Protective Cover
0
34
101.636
194.502
288.361
0
288.361
229.733
229.733
2
0.298062
123.973
-29.9781
Base Liner
1.42109e-
12.9527
54.4435
104.189
452.997
0
452.997
421.592
421.592
Geosynthetics
14
(Sideslope)
3
14.6444
10674.2
-22.249
Base Liner
-1
13.0615
94.6131
181.062
784.753
0
784.753
746.047
746.047
Geosynthetics
(Sideslope)
4
10.28
11499.8
0.668792
Base Liner
117
20.3548
282.597
540.808
1142.33
0
1142.33
1145.63
1145.63
Geosynthetics (Floor)
5
10.28
13237.4
0.668792
Base Liner
117
20.3548
317.477
607.559
1322.26
0
1322.26
1325.97
1325.97
Geosynthetics (Floor)
6
10.28
14975
0.668792
Base Liner
117
20.3548
352.624
674.82
1503.56
0
1503.56
1507.67
1507.67
Geosynthetics (Floor)
7
10.28
16712.6
0.668792
Base Liner
117
20.3548
388.011
742.54
1686.09
0
1686.09
1690.62
1690.62
Geosynthetics (Floor)
8
10.28
18450.3
0.668792
Base Liner
117
20.3548
423.605
810.658
1869.7
0
1869.7
1874.64
1874.64
Geosynthetics (Floor)
9
10.28
20187.9
0.668792
Base Liner
209.667
17.9869
458.032
876.541
2054.02
0
2054.02
2059.37
2059.37
Geosynthetics (Floor)
10
10.28
21925.5
0.668792
Base Liner
209.667
17.9869
489.335
936.446
2238.53
0
2238.53
2244.25
2244.25
Geosynthetics (Floor)
11
10.28
23663.1
0.668792
Base Liner
209.667
17.9869
520.681
996.432
2423.3
0
2423.3
2429.38
2429.38
Geosynthetics (Floor)
12
10.28
25400.7
0.668792
Base Liner
209.667
17.9869
552.031
1056.43
2608.09
0
2608.09
2614.53
2614.53
Geosynthetics (Floor)
13
10.28
27138.3
0.668792
Base Liner
209.667
17.9869
583.345
1116.35
2792.67
0
2792.67
2799.48
2799.48
Geosynthetics (Floor)
14
10.28
28875.9
0.668792
Base Liner
209.667
17.9869
614.58
1176.13
2976.78
0
2976.78
2983.96
2983.96
Geosynthetics (Floor)
15
10.28
30613.5
0.668792
Base Liner
209.667
17.9869
645.692
1235.67
3160.17
0
3160.17
3167.71
3167.71
Geosynthetics (Floor)
Cross -Section C- Sliding Block.slim

91MNT RPRU 8.111
:
Page 4 of 8
"plience*
16
10.28
32351.2
0.668792
Base Liner
209.667
17.9869
676.637
1294.89
3342.57
0
3342.57
3350.47
3350.47
Geosynthetics (Floor)
17
10.28
34088.8
0.668792
Base Liner
209.667
17.9869
707.373
1353.71
3523.73
0
3523.73
3531.99
3531.99
Geosynthetics (Floor)
18
10.28
35826.4
0.668792
Base Liner
209.667
17.9869
737.848
1412.03
3703.37
0
3703.37
3711.98
3711.98
Geosynthetics (Floor)
19
10.28
37564
0.668792
Base Liner
209.667
17.9869
768.025
1469.78
3881.23
0
3881.23
3890.2
3890.2
Geosynthetics (Floor)
20
10.28
39301.6
0.668792
Base Liner
209.667
17.9869
797.857
1526.87
4057.09
0
4057.09
4066.4
4066.4
Geosynthetics (Floor)
21
10.28
41039.2
0.668792
Base Liner
209.667
17.9869
827.308
1583.23
4230.67
0
4230.67
4240.33
4240.33
Geosynthetics (Floor)
22
10.28
42776.8
0.668792
Base Liner
209.667
17.9869
856.335
1638.78
4401.78
0
4401.78
4411.78
4411.78
Geosynthetics (Floor)
23
10.28
44514.5
0.668792
Base Liner
209.667
17.9869
884.908
1693.46
4570.19
0
4570.19
4580.52
4580.52
Geosynthetics (Floor)
24
10.28
46252.1
0.668792
Base Liner
209.667
17.9869
912.995
1747.21
4735.74
0
4735.74
4746.4
4746.4
Geosynthetics (Floor)
25
10.28
47989.7
0.668792
Base Liner
209.667
17.9869
940.564
1799.97
4898.25
0
4898.25
4909.23
4909.23
Geosynthetics (Floor)
26
10.28
49727.3
0.668792
Base Liner
208
18.0042
967.602
1851.71
5057.57
0
5057.57
5068.87
5068.87
Geosynthetics (Floor)
27
10.28
51464.9
0.668792
Base Liner
208
18.0042
994.106
1902.43
5213.63
0
5213.63
5225.24
5225.24
Geosynthetics (Floor)
28
10.28
53202.5
0.668792
Base Liner
208
18.0042
1020.04
1952.06
5366.33
0
5366.33
5378.23
5378.23
Geosynthetics (Floor)
29
11.25
59077
17.2815
Base Liner
251
5.99411
393.43
752.91
4780.1
0
4780.1
4902.5
4902.5
Geosynthetics
(Sideslope)
30
11.25
58884.1
17.2815
Base Liner
251
5.99411
392.2
750.557
4757.68
0
4757.68
4879.7
4879.7
Geosynthetics
(Sideslope)
31
11.25
58691.3
17.2815
Base Liner
251
5.99411
391.201
748.646
4739.48
0
4739.48
4861.19
4861.19
Geosynthetics
(Sideslope)
32
11.25
58498.4
17.2815
Base Liner
251
5.99411
390.432
747.173
4725.45
0
4725.45
4846.92
4846.92
Geosynthetics
(Sideslope)
33
4.77974
25204.6
-15.9454
Base Liner
250
6.0054
448.567
858.427
5783.52
0
5783.52
5655.36
5655.36
Geosynthetics
(Sideslope)
34
1.85418
9765.81
39.3481
Protective Cover
0
34
1301.7
2491.08
3693.18
0
3693.18
4760.44
4760.44
35
10.0928
50605.4
39.3481
Waste
300
30
1221.71
2338
3529.92
0
3529.92
4531.59
4531.59
36
10.0928
47340.5
39.3481
Waste
300
30
1154.63
2209.62
3307.55
0
3307.55
4254.22
4254.22
37
10.0928
44075.6
39.3481
Waste
300
30
1087.8
2081.73
3086.05
0
3086.05
3977.93
3977.93
38
10.0928
40810.8
39.3481
Waste
300
30
1021.05
1954
2864.81
0
2864.81
3701.97
3701.97
39
10.0928
37545.9
39.3481
Waste
300
30
954.209
1826.08
2643.24
0
2643.24
3425.59
3425.59
40
10.0928
34281.1
39.3481
Waste
300
30
887.088
1697.63
2420.77
0
2420.77
3148.09
3148.09
41
10.0928
31016.2
39.3481
Waste
300
30
819.518
1568.32
2196.8
0
2196.8
2868.72
2868.72
42
10.0928
27751.3
39.3481
Waste
300
30
751.331
1437.83
1970.78
0
1970.78
2586.79
2586.79
43
10.0928
24486.5
39.3481
Waste
300
30
682.35
1305.82
1742.14
0
1742.14
2301.59
2301.59
44
10.0928
21221.6
39.3481
Waste
300
30
612.43
1172.01
1510.37
0
1510.37
2012.5
2012.5
45
10.0928
17956.7
39.3481
Waste
300
30
541.41
1036.1
1274.96
0
1274.96
1718.86
1718.86
46
10.0928
14691.9
39.3481
Waste
300
30
469.154
897.824
1035.46
0
1035.46
1420.12
1420.12
47
10.0928
11427
39.3481
Waste
300
30
395.533
756.935
791.434
0
791.434
1115.73
1115.73
48
10.0928
8162.16
39.3481
Waste
300
30
320.435
613.22
542.513
0
542.513
805.236
805.236
49
10.0928
4897.29
39.3481
Waste
300
30
243.766
466.497
288.382
0
288.382
488.244
488.244
50
10.0928
1632.43
39.3481
Waste
300
30
165.449
316.621
28.7887
0
28.7887
164.439
164.439
Interslice Data
Global Minimum Query (gle/morgenstern-price) - Safety Factor: 1.91371
Cross -Section C- Sliding Block.slim

SUDQNMRPRU 8.016
Page 5 of 8
X
Y
Interslice
Interslice
Interslice
Slice
coordinate
coordinate - Bottom
Normal Force
Shear Force
Force Angle
Number
[ft]
[ft]
[Ibs]
[Ibs]
[degrees]
1
210.488
298.425
0
0
0
2
216.058
295.213
1491.49
14.1835
0.544845
3
216.356
295.041
1585.58
15.8849
0.57399
4
231
289.05
7670.38
267.942
2.00064
5
241.28
289.17
10433.9
545.176
2.99101
6
251.56
289.29
13533.9
938.473
3.96668
7
261.84
289.41
16972.9
1461.94
4.92295
8
272.12
289.53
20753.2
2128.29
5.85535
9
282.4
289.65
24876.8
2948.57
6.75955
10
292.68
289.77
29331.7
3930.09
7.63148
11
302.96
289.89
34085.7
5074.29
8.46736
12
313.24
290.01
39139.3
6383.79
9.26362
13
323.52
290.13
44492.6
7858.88
10.017
14
333.8
290.25
50145
9497.37
10.7247
15
344.08
290.37
56096
11294.5
11.3839
16
354.36
290.49
62344.3
13242.8
11.9922
17
364.64
290.61
68888.4
15332.2
12.5476
18
374.92
290.73
75726.2
17549.8
13.0481
19
385.2
290.85
82855.2
19880.1
13.4924
20
395.48
290.97
90272.7
22304.8
13.8788
21
405.76
291.09
97975.2
24803.1
14.2064
22
416.04
291.21
105959
27351.8
14.4741
23
426.32
291.33
114221
29925.3
14.6812
24
436.6
291.45
122755
32495.8
14.8273
25
446.88
291.57
131558
35033.8
14.9118
26
457.16
291.69
140624
37508
14.9346
27
467.44
291.81
149949
39885.7
14.8955
28
477.72
291.93
159527
42133.2
14.7947
29
488
292.05
169353
44215.9
14.6325
30
499.25
295.55
157042
40278.1
14.3851
31
510.5
299.05
144796
36277.5
14.0655
32
521.75
302.55
132602
32262.8
13.6747
33
533
306.05
120448
28282.1
13.2141
34
537.78
304.684
130487
30119.7
12.9977
35
539.634
306.205
127283
29175.9
12.9104
36
549.727
314.48
110384
24277.2
12.4038
37
559.82
322.755
94649.5
19850.7
11.8449
38
569.912
331.03
80074.4
15906.6
11.2354
39
580.005
339.305
66657.5
12447.4
10.5774
40
590.098
347.58
54400.4
9468.18
9.87321
41
600.191
355.855
43307.9
6956.51
9.12542
42
610.284
364.13
33387.8
4892.71
8.33689
43
620.377
372.405
24651
3250.04
7.51068
44
630.469
380.68
17111
1995.01
6.65022
45
640.562
388.955
10784.3
1087.66
5.75914
46
650.655
397.23
5689.85
481.92
4.84129
47
660.748
405.505
1849.18
126.09
3.90079
48
670.841
413.78
-714.058
-36.696
2.94189
49
680.934
422.055
-1974.24
-67.8748
1.96907
50
691.026
430.33
-1904.1
-32.8001
0.986882
51
701.119
438.605
0
0
0
Entity Information
Piezoline
Cross -Section C- Sliding Block.slim

91MNT RRRU 8.016
'eien : Page 6 of 8
�
x Y
0 279
140 280
206 279
580 280
592 279
683 280
733 290
799 290
867 280
1060 279
Block Search Polyline
x Y
209.072 298.021
231 289.05
488 292.05
533 306.05
547 302.05
559 300.05
749 297.05
914 301.05
920.999 302.05
933 306.05
944 306.05
1060 302.05
External Boundary
x Y
0 150
1060 150
1060 279
1060 300
1060 302
1060 302.05
1060 302.1
1060 304.1
1060 524
1021 530
212.022 298.864
209.144 298.041
209.072 298.021
209 298
0 298
0 279
Material Boundary
x
Y
209
298
231
289
488
292
533
306
547
302
559
300
749
297
914
301
921
302
933
306
944
306
1060
302
Cross -Section C- Sliding Block.slim

IUD EINTERRRET 8.111
Page 7 of 8
Material Boundary
X
Y
0
279
206
279
580
280
592
279
683
280
733
290
799
290
867
280
1060
279
Material Boundary
X
Y
209
296
231
287
488
290
533
304
547
300
559
298
749
295
914
299
921
300
933
304
944
304
1060
300
Material Boundary
X
Y
209.144
298.041
231
289.1
488
292.1
533
306.1
547
302.1
559
300.1
749
297.1
914
301.1
921
302.1
933
306.1
944
306.1
1060
302.1
Material Boundary
X
Y
212.022
298.864
231
291.1
488
294.1
533
308.1
547
304.1
559
302.1
749
299.1
914
303.1
921
304.1
933
308.1
944
308.1
1060
304.1
Material Boundary
Cross -Section C- Sliding Block.slim

91DQNT RRRUI_111
Page 8 of 8
X Y
231 289
231 289.05
231 289.1
Material Boundary
X Y
209 296
209 298
Material Boundary
X Y
488 292
488 292.05
488 292.1
Material Boundary
X Y
559 300
559 300.05
559 300.1
Cross -Section C- Sliding Block.slim

STATIC STABILITY ANALYSIS
INTERIM SECTION
BLOCK FAILURE

Material Name
Color
Uni[Weigh[
Strength Type
Cohesion Phi
Shear Normal Functi
1.989
O
LO
N
C)
O
O
O
O
LO
�
1
0
N
Checked By:
TDM 10/29/2018
0
200
400
600
800
1000
1200 1400 1600 1800 2000 2200
Project
Anson County Landfill - Phase 5 Expansion
Analysis Description
Interim Section: Sliding Block
Drawn By
ZLM
scale 1:2800
Company Civil & Environmental Consultants, Inc.
Date
10/12/2018 9:48:14
AM
File Name Interim Section- Sliding Block.slim
SLIDEINTERPRET 8.016
�
Obs/ft3)
(Pall)
(deg)
on
Water Surface
Waste
❑
60
Mohr -Coulomb
300
30
None
Protective Cover
■
120
Mohr -Coulomb
0
34
None
Base Liner Geosynthetics (Floor)
■
60
Shear Normal function
Base Liner CGl - Floor
None
Compacted Clay Liner
■
115.4
Mohr -Coulomb
120
26.]
None
6ubgrade
■
116.4
Mohr -Coulomb
120
26.7
Piezometric Linel
Bedrock
■
135
Mohr -Coulomb
9000
45
Piezometric Linel
Base Liner Geosynthetics (5ideslope)
�
60
Shear Normal function
Base Liner CGl-6ideslope
None

91MNT RPRU 8.016
a1� : Page 1 of 8
Project Summary
Slide Modeler Version: 8.016
Compute Time: 00h:00m:01.156s
General Settings
Units of Measurement:
Imperial Units
Time Units:
days
Permeability Units:
feet/second
Data Output:
Standard
Failure Direction:
Right to Left
Analysis Options
Slices Type:
Slide Analysis Information
Vertical
Analysis Methods Used
GLE/Morgenstern-Price with interslice force function (Half Sine)
Number of slices:
50
Tolerance:
0.005
Maximum number of iterations:
75
Check malpha < 0.2:
Yes
Create Interslice boundaries at intersections
Yes
with water tables and piezos:
Initial trial value of FS:
1
Steffensen Iteration:
Yes
Groundwater Analysis
Groundwater Method:
Water Surfaces
Pore Fluid Unit Weight [lbs/ft3]:
62.4
Use negative pore pressure cutoff:
Yes
Maximum negative pore pressure [psf]:
0
Advanced Groundwater Method:
None
Random Numbers
Pseudo -random Seed: 10116
Random Number Generation Method: Park and Miller v.3
Surface Options
Interim Section- Sliding Block.slim

SLIDE INTERPRET 1.111
Page 2 of 8
Surface Type:
Non -Circular Block Search
Number of Surfaces:
5000
Multiple Groups:
Disabled
Pseudo -Random Surfaces:
Enabled
Convex Surfaces Only:
Disabled
Left Projection Angle (Start Angle) [°]:
130
Left Projection Angle (End Angle) [°]:
200
Right Projection Angle (Start Angle) [°]:
50
Right Projection Angle (End Angle) [°]:
-20
Minimum Elevation:
Not Defined
Minimum Depth:
Not Defined
Minimum Area:
Not Defined
Minimum Weight:
Not Defined
Seismic Loading
Advanced seismic analysis: No
Staged pseudostatic analysis: No
Materials
Protective
Base Liner Geosynthetics
Compacted Clay
Base Liner Geosynthetics
Property
Waste
Subgrade
Bedrock
Cover
(Floor)
Liner
(Sideslope)
Color
F
0
El
C
C
■
F
Mohr-
Mohr-
Shear Normal function
Mohr -Coulomb
Mohr -Coulomb
Mohr -Coulomb
Shear Normal function
Strength Type
Coulomb
Coulomb
Unit Weight [lbs/
60
120
60
115.4
115.4
135
60
ft3]
Cohesion [psf]
300
0
120
120
9000
Friction Angle [°]
30
34
26.7
26.7
45
Water Surface
None
None
None
None
Piezometric
Piezometric
None
Line 1
Line 1
Hu Value
1
1
Ru Value
0
0
0
0
0
Shear Normal Functions
Name: Base Liner CGI - Sideslope
Normal (psf)
Shear (psf)
0
0
500
115
1000
231
2000
461
5000
776
10000
1302
16000
1302
Name: Base Liner CGI - Floor
Normal (psf)
Shear (psf)
0
0
500
244
1000
488
2000
859
5000
1833
10000
3458
16000
3458
Global Minimums
Interim Section- Sliding Block.slim

SLIDE INTERPRET 1.111
Page 3 of 8
Method: gle/morgenstern-price
FS
1.988750
Axis Location:
1106.193, 1348.150
Left Slip Surface Endpoint:
899.622, 294.362
Right Slip Surface Endpoint:
1825.281, 550.620
Resisting Moment:
1.85216e+09 lb-ft
Driving Moment:
9.3132e+08 lb-ft
Resisting Horizontal Force:
1.63828e+06 lb
Driving Horizontal Force:
823773 Ib
Total Slice Area:
58685.4 ft2
Surface Horizontal Width:
925.659 ft
Surface Average Height:
63.3985 ft
Global Minimum Coordinates
Method: gle/morgenstern-price
X y
899.622 294.362
905.753 292.492
1369 306.05
1391 312.05
1825.28 550.62
Slice Data
Global Minimum Query (I
rice) - Safety Factor: 1.98875
Angle
Base
Base
Effective
Base
Effective
Base
Shear
Shear
Pore
Slice
Width
Weight
of Slice
Base
Friction
Normal
Normal
Vertical
Vertical
Cohesion
Stress
Strength
Pressure
Number
[ft]
[lbs]
Base
Material
Angle
Stress
Stress
Stress
Stress
[Psf]
[Psf]
[psf]
[Psfl
[degrees]
[degrees]
[psf]
[Psf]
[psf]
[psf]
1
6.13102
753.891
-16.9668
Protective Cover
0
34
46.7251
92.9245
137.766
0
137.766
123.511
123.511
2
19.302
7382.42
1.67647
Base Liner
0
26.0124
93.8273
186.599
382.374
0
382.374
385.12
385.12
Geosynthetics
(Floor)
3
19.302
13113.8
1.67647
Base Liner
0
26.0124
167.65
333.414
683.229
0
683.229
688.135
688.135
Geosynthetics
(Floor)
4
19.302
18848
1.67647
Base Liner
0
26.0124
242.414
482.1
987.912
0
987.912
995.007
995.007
Geosynthetics
(Floor)
5
19.302
24582.1
1.67647
Base Liner
117
20.3548
300.463
597.545
1295.27
0
1295.27
1304.07
1304.07
Geosynthetics
(Floor)
6
19.302
30316.3
1.67647
Base Liner
117
20.3548
358.255
712.48
1605.07
0
1605.07
1615.55
1615.55
Geosynthetics
(Floor)
7
19.302
36050.4
1.67647
Base Liner
117
20.3548
416.473
828.26
1917.14
0
1917.14
1929.33
1929.33
Geosynthetics
(Floor)
8
19.302
41784.6
1.67647
Base Liner
209.667
17.9869
469.592
933.902
2230.7
0
2230.7
2244.45
2244.45
Geosynthetics
(Floor)
9
19.302
47518.7
1.67647
Base Liner
209.667
17.9869
520.993
1036.12
2545.56
0
2545.56
2560.81
2560.81
Geosynthetics
(Floor)
10
19.302
53252.9
1.67647
Base Liner
209.667
17.9869
572.584
1138.73
2861.58
0
2861.58
2878.34
2878.34
Geosynthetics
(Floor)
11
19.302
58987
1.67647
Base Liner
209.667
17.9869
624.32
1241.62
3178.49
0
3178.49
3196.76
3196.76
Geosynthetics
(Floor)
12
19.302
64721.2
1.67647
Base Liner
209.667
17.9869
676.147
1344.69
3495.97
0
3495.97
3515.76
3515.76
Interim Section- Sliding Block.slim

91MNT RPRU 8.111
*1�
:
Page 4 of 8
Geosynthetics
(Floor)
13
19.302
70455.3
1.67647
Base Liner
209.667
17.9869
728.014
1447.84
3813.67
0
3813.67
3834.98
3834.98
Geosynthetics
(Floor)
14
19.302
76189.5
1.67647
Base Liner
209.667
17.9869
779.86
1550.95
4131.26
0
4131.26
4154.08
4154.08
Geosynthetics
(Floor)
15
19.302
81923.6
1.67647
Base Liner
209.667
17.9869
831.626
1653.9
4448.34
0
4448.34
4472.68
4472.68
Geosynthetics
(Floor)
16
19.302
87657.8
1.67647
Base Liner
209.667
17.9869
883.242
1756.55
4764.53
0
4764.53
4790.38
4790.38
Geosynthetics
(Floor)
17
19.302
93391.9
1.67647
Base Liner
208
18.0042
934.668
1858.82
5079.46
0
5079.46
5106.81
5106.81
Geosynthetics
(Floor)
18
19.302
99126.1
1.67647
Base Liner
208
18.0042
985.86
1960.63
5392.74
0
5392.74
5421.59
5421.59
Geosynthetics
(Floor)
19
19.302
104860
1.67647
Base Liner
208
18.0042
1036.72
2061.78
5703.92
0
5703.92
5734.26
5734.26
Geosynthetics
(Floor)
20
19.302
110594
1.67647
Base Liner
208
18.0042
1087.18
2162.12
6012.67
0
6012.67
6044.49
6044.49
Geosynthetics
(Floor)
21
19.302
116329
1.67647
Base Liner
208
18.0042
1137.17
2261.55
6318.62
0
6318.62
6351.9
6351.9
Geosynthetics
(Floor)
22
19.302
122063
1.67647
Base Liner
208
18.0042
1186.65
2359.95
6621.36
0
6621.36
6656.09
6656.09
Geosynthetics
(Floor)
23
19.302
127797
1.67647
Base Liner
208
18.0042
1235.55
2457.2
6920.58
0
6920.58
6956.74
6956.74
Geosynthetics
(Floor)
24
19.302
133531
1.67647
Base Liner
208
18.0042
1283.82
2553.2
7216.02
0
7216.02
7253.59
7253.59
Geosynthetics
(Floor)
25
19.302
139265
1.67647
Base Liner
208
18.0042
1331.42
2647.87
7507.32
0
7507.32
7546.28
7546.28
Geosynthetics
(Floor)
26
22
162189
15.2551
Base Liner
208
18.0042
1220.96
2428.19
6831.36
0
6831.36
7164.35
7164.35
Geosynthetics
(Floor)
27
3.73171
27214.6
28.782
Protective Cover
0
34
1973.31
3924.42
5818.19
0
5818.19
6902.22
6902.22
28
18.7195
132044
28.782
Waste
300
30
1790.43
3560.71
5647.73
0
5647.73
6631.29
6631.29
29
18.7195
126503
28.782
Waste
300
30
1719.14
3418.94
5402.15
0
5402.15
6346.56
6346.56
30
18.7195
120961
28.782
Waste
300
30
1648.76
3278.97
5159.72
0
5159.72
6065.46
6065.46
31
18.7195
115420
28.782
Waste
300
30
1579.17
3140.58
4920.04
0
4920.04
5787.56
5787.56
32
18.7195
109878
28.782
Waste
300
30
1510.28
3003.56
4682.71
0
4682.71
5512.37
5512.37
33
18.7195
104337
28.782
Waste
300
30
1441.96
2867.7
4447.38
0
4447.38
5239.52
5239.52
34
18.7195
98795.5
28.782
Waste
300
30
1374.11
2732.76
4213.66
0
4213.66
4968.52
4968.52
35
18.7195
93254.1
28.782
Waste
300
30
1306.61
2598.53
3981.17
0
3981.17
4698.95
4698.95
36
18.7195
87712.6
28.782
Waste
300
30
1239.36
2464.78
3749.52
0
3749.52
4430.35
4430.35
37
18.7195
82171.2
28.782
Waste
300
30
1172.24
2331.3
3518.32
0
3518.32
4162.29
4162.29
38
18.7195
76629.7
28.782
Waste
300
30
1105.15
2197.87
3287.2
0
3287.2
3894.32
3894.32
39
18.7195
71088.3
28.782
Waste
300
30
1037.97
2064.26
3055.79
0
3055.79
3626
3626
40
18.7195
65546.9
28.782
Waste
300
30
970.6
1930.28
2823.73
0
2823.73
3356.92
3356.92
41
18.7195
60005.4
28.782
Waste
300
30
902.934
1795.71
2590.65
0
2590.65
3086.67
3086.67
42
18.7195
54464
28.782
Waste
300
30
834.881
1660.37
2356.23
0
2356.23
2814.86
2814.86
43
18.7195
48922.5
28.782
Waste
300
30
766.341
1524.06
2120.13
0
2120.13
2541.12
2541.12
44
18.7195
43381.1
28.782
Waste
300
30
697.227
1386.61
1882.07
0
1882.07
2265.09
2265.09
45
18.7195
37839.7
28.782
Waste
300
30
627.464
1247.87
1641.76
0
1641.76
1986.45
1986.45
46
18.7195
32298.2
28.782
Waste
300
30
556.975
1107.68
1398.95
0
1398.95
1704.92
1704.92
47
18.7195
26756.8
28.782
Waste
300
30
485.697
965.929
1153.42
0
1153.42
1420.24
1420.24
48
18.7195
21215.3
28.782
Waste
300
30
413.573
822.494
904.985
0
904.985
1132.18
1132.18
49
18.7195
15339.1
28.782
Waste
300
30
336.102
668.422
638.127
0
638.127
822.763
822.763
Interim Section- Sliding Block.slim

�91MNT RRRUI.016
a
'eien :Page 5 of 8
�
50 18.7195 5496.3 28.782 Waste 300 30 204.598 406.895 185.147 0 185.147 297.542 297.542 1
Interslice Data
:3iouai minimum ctuery igie/morgenstern-price) - barety ractor:
l.vzs6/b
X
Y
Interslice
Interslice
Interslice
Slice
coordinate
coordinate - Bottom
Normal Force Shear Force
Force Angle
Number
[ft]
jft]
[lbs]
jibs]
[degrees]
1
899.622
294.362
0
0
0
2
905.753
292.492
544.19
3.35416
0.353143
3
925.055
293.056
2139.34
54.6346
1.46291
4
944.357
293.621
4989.54
223.547
2.56531
5
963.659
294.186
9110.8
581.96
3.65485
6
982.961
294.751
14178.9
1172.24
4.72618
7
1002.26
295.316
20187.7
2041.35
5.77404
8
1021.56
295.881
27143.9
3233.62
6.79356
9
1040.87
296.446
34948.3
4774.93
7.78006
10
1060.17
297.011
43567
6689.35
8.72912
11
1079.47
297.576
53003.1
8999.72
9.63669
12
1098.77
298.141
63258.9
11723.3
10.4991
13
1118.07
298.706
74335.7
14871.1
11.3129
14
1137.38
299.271
86234.2
18447.7
12.075
15
1156.68
299.836
98954.1
22450.8
12.7829
16
1175.98
300.401
112494
26870.7
13.4341
17
1195.28
300.966
126852
31690.2
14.0266
18
1214.58
301.531
142024
36884.5
14.5584
19
1233.89
302.095
158008
42421.6
15.0282
20
1253.19
302.66
174798
48261.1
15.4346
21
1272.49
303.225
192387
54355.4
15.7767
22
1291.79
303.79
210769
60649.7
16.0534
23
1311.09
304.355
229934
67081.8
16.2643
24
1330.4
304.92
249874
73583.2
16.4087
25
1349.7
305.485
270580
80079.3
16.4863
26
1369
306.05
292039
86490
16.4971
27
1391
312.05
277914
81940.9
16.4278
28
1394.73
314.1
273351
80489.9
16.4074
29
1413.45
324.383
248791
72598.6
16.2675
30
1432.17
334.667
225421
64916.3
16.0652
31
1450.89
344.95
203227
57510.9
15.8009
32
1469.61
355.234
182195
50441.9
15.4751
33
1488.33
365.517
162314
43761.1
15.0886
34
1507.05
375.801
143574
37511.7
14.6424
35
1525.77
386.084
125967
31728.6
14.1376
36
1544.49
396.368
109488
26438.3
13.5755
37
1563.21
406.651
94131.4
21658.8
12.9577
38
1581.93
416.935
79896
17399.8
12.2861
39
1600.65
427.218
66781.3
13662.9
11.5627
40
1619.37
437.502
54788.6
10441.5
10.7899
41
1638.09
447.785
43921.1
7721.11
9.97044
42
1656.8
458.069
34183.8
5479.74
9.10716
43
1675.52
468.352
25583.1
3688.14
8.20342
44
1694.24
478.636
18127.2
2310.16
7.26272
45
1712.96
488.919
11825.6
1303.26
6.289
46
1731.68
499.203
6689.14
618.924
5.28634
47
1750.4
509.486
2730.02
203.314
4.25915
48
1769.12
519.77
-38.6126
-2.16692
3.21204
49
1787.84
530.053
-1602.64
-60.1621
2.14984
50
1806.56
540.337
-1872.74
-35.2217
1.07747
51
1825.28
550.62
0
0
0
Entity Information
Interim Section- Sliding Block.slim

91MNT RRRU 8.016
a1�
"�ien : Page 6 of 8
�
Piezoline
x Y
0 270
524 270
775 280
945 280
1054 285
1194 287
1391 283
1643 284
2260 284
Block Search Polyline
x Y
316.074 288.02
344 276.05
1369 306.05
1391 312.05
1395 312.05
1401 312.05
1407.98 310.057
1408 310.05
1528 306.05
1639 311.05
1721 308.05
1757 308.05
1783 310.05
1789 312.05
1797 312.05
1804 310.05
1951 314.05
2260 320.05
External Boundary
x Y
2260 150
2260 280
2260 288
2260 318
2260 320
2260 320.1
2260 322.1
2260 560
2179 560
1800 549.95
906.351 294.559
344 278.1
318.979 288.823
316.142 288.039
316 288
3.091 288
0 288
0 250
0 150
Material Boundary
F-1
Interim Section- Sliding Block.slim

91MNT RRRU 8.016
a1� : Page 7 of 8
X Y
316 288
344 276
1369 306
1391 312
1395 312
1401 312
1408 310
1528 306
1639 311
1721 308
1757 308
1783 310
1789 312
1797 312
1804 310
1951 314
2260 320
Material Boundary
X Y
0 250
544 250
676 260
809 260
1016 280
1093 283
1392 276
1475 270
1660 270
1888 280
2260 280
Material Boundary
X Y
316 286
344 274
1369 304
1391 310
1395 310
1401 310
1408 308
1528 304
1639 309
1721 306
1757 306
1783 308
1789 310
1797 310
1804 308
1951 312
2260 318
Material Boundary
X Y
316 286
316 288
Material Boundary
Interim Section- Sliding Block.slim

91MNT RRRU 8.016
a1�
'Clien :Page 8 of 8
�
X Y
316.142 288.039
344 276.1
1369 306.1
1391 312.1
1395 312.1
1401 312.1
1408 310.1
1528 306.1
1639 311.1
1721 308.1
1757 308.1
1783 310.1
1789 312.1
1797 312.1
1804 310.1
1951 314.1
2260 320.1
Material Boundary
X Y
906.351 294.559
1369 308.1
1391 314.1
1395 314.1
1401 314.1
1408 312.1
1528 308.1
1639 313.1
1721 310.1
1757 310.1
1783 312.1
1789 314.1
1797 314.1
1804 312.1
1951 316.1
2260 322.1
Material Boundary
X Y
344 276
344 276.05
344 276.1
Interim Section- Sliding Block.slim

STATIC STABILITY ANALYSIS
CROSS SECTION A
CIRCULAR FAILURE

Unit Weight
Cohesion
Phi
Material Name
Color
(lbs/ft3)
Strength Type
(psf)
(deg)
Shear Normal Function
Water Surface
4
10
Checked By:
TDM 1012912018
0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200
Anson County Landfill - Phase 5 Expansion
Analysis De-nptlon
Cross -Section A: Circular Arc
Drawn By ZLM scale 1:2902 Company Civil & Environmental Consultants, Inc.
SLIDEINTERPRET 8.016
Date 10/10/2018, 9:48:14 AM File Name Cross -Section A- Circular Arc.slim

91MNT RPRU 8.016
a1� : Page 1 of 8
Project Summary
Slide Modeler Version: 8.016
Compute Time: 00h:00m:01.820s
General Settings
Units of Measurement: Imperial Units
Time Units:
days
Permeability Units:
feet/second
Data Output:
Standard
Failure Direction:
Right to Left
Analysis Options
Slices Type:
Slide Analysis Information
Vertical
Analysis Methods Used
GLE/Morgenstern-Price with interslice force function (Half Sine)
Number of slices:
50
Tolerance:
0.005
Maximum number of iterations:
75
Check malpha < 0.2:
Yes
Create Interslice boundaries at intersections
Yes
with water tables and piezos:
Initial trial value of FS:
1
Steffensen Iteration:
Yes
Groundwater Analysis
Groundwater Method:
Water Surfaces
Pore Fluid Unit Weight [lbs/ft3]:
62.4
Use negative pore pressure cutoff:
Yes
Maximum negative pore pressure [psf]:
0
Advanced Groundwater Method:
None
Random Numbers
Pseudo -random Seed: 10116
Random Number Generation Method: Park and Miller v.3
Surface Options
Cross -Section A- Circular Arc.slim

SLIDE INTERPRET 1.111
Page 2 of 8
Surface Type:
Circular
Search Method:
Auto Refine Search
Divisions along slope:
20
Circles per division:
10
Number of iterations:
10
Divisions to use in next iteration:
50%
Composite Surfaces:
Disabled
Minimum Elevation:
Not Defined
Minimum Depth:
Not Defined
Minimum Area:
Not Defined
Minimum Weight:
Not Defined
Seismic Loading
Advanced seismic analysis: No
Staged pseudostatic analysis: No
Materials
Protective
Base Liner Geosynthetics
Compacted Clay
Base Liner Geosynthetics
Property
Waste
Subgrade
Bedrock
Cover
(Floor)
Liner
(Sideslope)
Color
C
0
E.
C
0
■
C
Mohr-
Mohr-
Shear Normal function
Mohr -Coulomb
Mohr-
Mohr-
Shear Normal function
Strength Type
Coulomb
Coulomb
Coulomb
Coulomb
Unit Weight
60
120
60
115.4
115.4
135
60
[lbs/ft3]
Cohesion [psf]
300
0
120
120
9000
Friction Angle [°]
30
34
26.7
26.7
45
Water Surface
None
None
None
None
Piezometric
Piezometric
None
Line 1
Line 1
Hu Value
1
1
Ru Value
0
0
0
0
0
Shear Normal Functions
Name: Base Liner CGI - Sideslope
Normal (psf)
Shear (psf)
0
0
500
115
1000
231
2000
461
5000
776
10000
1302
16000
1302
Name: Base Liner CGI - Floor
Normal (psf)
Shear (psf)
0
0
500
244
1000
488
2000
859
5000
1833
10000
3458
16000
3458
Global Minimums
Method: gle/morgenstern-price
Cross -Section A- Circular Arc.slim

91MNT RRRU 8.016
a1� : Page 3 of 8
FS
2A61250
Center:
548.870, 1190.069
Radius:
936.629
Left Slip Surface Endpoint:
296.787, 288.000
Right Slip Surface Endpoint:
1208.122, 524.742
Resisting Moment:
2.78269e+09 lb-ft
Driving Moment:
1.1306e+09 lb-ft
Resisting Horizontal Force:
2.79428e+06 lb
Driving Horizontal Force:
1.13531e+06lb
Total Slice Area:
82381.2 ft2
Surface Horizontal Width:
911.335 ft
Surface Average Height:
90.3962 ft
Slice Data
Cross -Section A- Circular Arc.slim

91MNT RPRU 8.111
Page 4 of 8
Angle
Base
Base
Effective
Base
Effective
Base
Shear
Shear
Pore
Slice Width Weight
of Slice
Base
Friction
Normal
Normal
Vertical
Vertical
Cohesion
Stress
Strength
Pressure
Number [ft] [lbs]
Base
Material
Angle
Stress
Stress
Stress
Stress
[psfl
[psfl
[psfl
[psfl
[degrees]
[degrees]
[psfl
[psfl
[psfl
[psfl
1 18.259 5166.96
-15.0347
Subgrade
120
26.7
113.566
279.515
317.161
0
317.161
286.657
286.657
2 18.259 15903.9
-13.8811
Subgrade
120
26.7
243.393
599.052
952.488
0
952.488
892.339
892.339
3 10.1055 11933.7
-12.9886
Compacted Clay Liner
120
26.7
313.249
770.984
1294.34
0
1294.34
1222.09
1222.09
4 0.490155 630.61
-12.6561
Base Liner
1
12.9527
126.943
312.439
1354.08
0
1354.08
1325.58
1325.58
Geosynthetics
(Sideslope)
5
0.573752
747.22
-12.6227
Base Liner
117
20.3548
259.601
638.944
1406.86
0
1406.86
1348.72
1348.72
Geosynthetics (Floor)
6
8.05596
11973
-12.3525
Compacted Clay Liner
120
26.7
381.914
939.985
1630.36
0
1630.36
1546.73
1546.73
7
20.9906
44027.8
-11.4452
Subgrade
120
26.7
519.374
1278.31
2303.03
0
2303.03
2197.88
2197.88
8
19.7951
57777.5
-10.175
Subgrade
120
26.7
681.199
1676.6
3205.77
110.826
3094.95
3083.51
2972.69
9
19.7951
72525.2
-8.94692
Subgrade
120
26.7
805.481
1982.49
4022.06
318.905
3703.16
3895.25
3576.34
10
19.7951
86281.1
-7.72298
Subgrade
120
26.7
924.091
2274.42
4783.49
499.894
4283.59
4658.17
4158.27
11
19.7951
99054.5
-6.50259
Subgrade
120
26.7
1036.32
2550.65
5486.85
654.046
4832.81
5368.73
4714.69
12
19.7951
110853
-5.28515
Subgrade
120
26.7
1141.57
2809.68
6129.4
781.573
5347.82
6023.8
5242.22
13
19.7951
121684
-4.07009
Subgrade
120
26.7
1239.34
3050.33
6708.95
882.652
5826.3
6620.76
5738.11
14
19.7951
131551
-2.85687
Subgrade
120
26.7
1329.3
3271.73
7223.92
957.419
6266.5
7157.58
6200.16
15
19.7951
140459
-1.64494
Subgrade
120
26.7
1411.19
3473.29
7673.23
1005.98
6667.25
7632.71
6626.73
16
19.7951
148409
-
Subgrade
120
26.7
1475.45
3631.44
8054.34
1072.59
6981.75
8043.17
6970.58
0.433735
17
19.7951
155404
0.777273
Subgrade
120
26.7
1530.51
3766.98
8369.28
1118.1
7251.18
8390.05
7271.95
18
19.7951
161443
1.98863
Subgrade
120
26.7
1577.62
3882.92
8619.22
1137.49
7481.73
8674
7536.51
19
19.7951
166523
3.20087
Subgrade
120
26.7
1617.02
3979.9
8805.25
1130.71
7674.54
8895.68
7764.97
20
19.7951
170644
4.41456
Subgrade
120
26.7
1649.06
4058.76
8929.04
1097.71
7831.33
9056.35
7958.64
21
19.7951
173799
5.63023
Subgrade
120
26.7
1674.16
4120.52
8992.49
1038.35
7954.14
9157.53
8119.18
22
19.7951
175985
6.84845
Subgrade
120
26.7
1692.78
4166.35
8997.79
952.502
8045.29
9201.09
8248.59
23
19.7951
177194
8.06979
Subgrade
120
26.7
1705.43
4197.48
8947.15
839.973
8107.18
9188.95
8348.98
24
19.7951
177419
9.29484
Subgrade
120
26.7
1712.62
4215.19
8842.91
700.539
8142.37
9123.2
8422.66
25
19.7951
176648
10.5242
Subgrade
120
26.7
1714.88
4220.75
8687.39
533.934
8153.45
9005.97
8472.04
26
19.7951
174872
11.7585
Subgrade
120
26.7
1712.7
4215.39
8482.65
339.852
8142.8
8839.16
8499.31
27
19.7951
172077
12.9983
Subgrade
120
26.7
1706.55
4200.25
8230.6
117.939
8112.66
8624.54
8506.6
28
29.0121
244840
14.5364
Subgrade
120
26.7
1652.66
4067.62
7848.98
0
7848.98
8277.51
8277.51
29
7.93898
65199.3
15.7054
Compacted Clay Liner
120
26.7
1588.42
3909.49
7534.55
0
7534.55
7981.2
7981.2
30
0.389239
3174.58
15.9701
Base Liner
208
18.0042
1069.43
2632.14
7458.89
0
7458.89
7764.94
7764.94
Geosynthetics (Floor)
31
7.64094
61833.3
16.2258
Protective Cover
0
34
2022.04
4976.75
7378.33
0
7378.33
7966.78
7966.78
32
20.722
165964
17.1325
Waste
300
30
1816.1
4469.88
7222.44
0
7222.44
7782.28
7782.28
33
20.722
164809
18.464
Waste
300
30
1778.21
4376.62
7060.92
0
7060.92
7654.66
7654.66
34
20.722
162986
19.8059
Waste
300
30
1735.36
4271.15
6878.23
0
6878.23
7503.2
7503.2
35
20.722
160478
21.1592
Waste
300
30
1687.78
4154.05
6675.41
0
6675.41
7328.68
7328.68
36
20.722
157267
22.525
Waste
300
30
1635.64
4025.73
6453.15
0
6453.15
7131.49
7131.49
37
20.722
153332
23.9044
Waste
300
30
1579.03
3886.38
6211.79
0
6211.79
6911.67
6911.67
38
20.722
148650
25.2988
Waste
300
30
1517.92
3735.99
5951.29
0
5951.29
6668.77
6668.77
39
20.722
143197
26.7094
Waste
300
30
1452.24
3574.33
5671.29
0
5671.29
6401.99
6401.99
40
20.722
136943
28.1377
Waste
300
30
1381.79
3400.94
5370.99
0
5370.99
6109.97
6109.97
41
20.722
129858
29.5853
Waste
300
30
1306.3
3215.14
5049.15
0
5049.15
5790.79
5790.79
42
20.722
121905
31.054
Waste
300
30
1225.39
3015.98
4704.22
0
4704.22
5442.08
5442.08
43
20.722
113044
32.5458
Waste
300
30
1138.55
2802.25
4334.04
0
4334.04
5060.66
5060.66
44
20.722
103230
34.0628
Waste
300
30
1045.18
2572.45
3935.99
0
3935.99
4642.64
4642.64
45
20.722
92413
35.6075
Waste
300
30
944.528
2324.72
3506.91
0
3506.91
4183.31
4183.31
46
20.722
80263.8
37.1826
Waste
300
30
833.19
2050.69
3032.29
0
3032.29
3664.32
3664.32
47
20.722
64957.5
38.7914
Waste
300
30
693.83
1707.69
2438.2
0
2438.2
2995.88
2995.88
48
20.722
48028.1
40.4373
Waste
300
30
539.925
1328.89
1782.09
0
1782.09
2242.2
2242.2
49
20.722
29803
42.1247
Waste
300
30
373.654
919.655
1073.27
0
1073.27
1411.19
1411.19
50
20.722
10177.2
43.8583
Waste
300
30
193.089
475.24
303.525
0
303.525
489.068
489.068
Interstice Data
Global Minimum Query (gle/morgenstern-price) - Safety Factor: 2.46125
Cross -Section A- Circular Arc.slim

SUDQNMRPRU 8.016
Page 5 of 8
X
Y
Interslice
Interslice
Interslice
Slice
coordinate
coordinate - Bottom
Normal Force
Shear Force
Force Angle
Number
[ft]
[ft]
[Ibs]
[Ibs]
[degrees]
1
296.787
288
0
0
0
2
315.046
283.096
3629.24
67.0622
1.05861
3
333.305
278.583
12371.6
456.307
2.11231
4
343.411
276.252
18554.4
872.273
2.69159
5
343.901
276.142
18765.7
891.398
2.71959
6
344.475
276.014
19095.4
918.008
2.75237
7
352.531
274.25
25048.6
1405.31
3.21112
8
373.521
270
45738.6
3512.9
4.39191
9
393.317
266.447
70613.4
6775.98
5.48125
10
413.112
263.331
99093.8
11362.8
6.54137
11
432.907
260.646
130229
17299.8
7.56695
12
452.702
258.39
163124
24533.6
8.55309
13
472.497
256.559
196948
32940.3
9.49505
14
492.292
255.15
230932
42337.3
10.3888
15
512.087
254.162
264384
52495.1
11.2304
16
531.882
253.594
296683
63150.9
12.0164
17
551.677
253.444
327099
73978.6
12.7439
18
571.472
253.713
355150
84675.8
13.4102
19
591.267
254.4
380457
94950.6
14.013
20
611.063
255.507
402721
104528
14.5503
21
630.858
257.035
421722
113161
15.0204
22
650.653
258.987
437316
120638
15.4221
23
670.448
261.364
449436
126788
15.754
24
690.243
264.171
458087
131487
16.0153
25
710.038
267.41
463342
134661
16.2054
26
729.833
271.088
465344
136286
16.3238
27
749.628
275.208
464297
136388
16.3702
28
769.423
279.778
460472
135039
16.3444
29
798.435
287.301
449377
130356
16.1765
30
806.374
289.533
445169
128522
16.1036
31
806.764
289.644
444754
128370
16.0998
32
814.404
291.868
443799
127411
16.0183
33
835.126
298.256
435300
122718
15.744
34
855.848
305.175
423296
116534
15.3923
35
876.57
312.637
407929
109033
14.9644
36
897.292
320.658
389365
100418
14.4616
37
918.014
329.252
367804
90923.1
13.8854
38
938.736
338.437
343474
80801.5
13.238
39
959.458
348.231
316639
70322.6
12.5216
40
980.18
358.658
287604
59764.2
11.739
41
1000.9
369.74
256718
49405.4
10.8934
42
1021.62
381.504
224388
39518.7
9.98837
43
1042.35
393.982
191084
30361
9.02816
44
1063.07
407.207
157363
22164.2
8.01723
45
1083.79
421.217
123879
15124.2
6.96071
46
1104.51
436.057
91411.9
9388.62
5.8641
47
1125.23
451.775
61014.2
5052.06
4.73337
48
1145.96
468.431
34782.9
2173
3.57481
49
1166.68
486.09
14502.1
606.574
2.39509
50
1187.4
504.83
2132.4
44.7097
1.20114
51
1208.12
524.742
0
0
0
Entity Information
Piezoline
Cross -Section A- Circular Arc.slim

91MNT RRRU 8.016
Page 6 of 8
X Y
0 270
524 270
775 280
945 280
1054 285
1194 287
1391 283
1643 284
2260 284
External Boundary
X Y
2260 150
2260 280
2260 288
2260 318
2260 320
2260 320.1
2260 322.1
2260 560
2179 560
1274 536
1116 509
318.979 288.823
316.142 288.039
316 288
3.091 288
0 288
0 250
0 150
Material Boundary
X Y
316 288
344 276
1369 306
1391 312
1395 312
1401 312
1408 310
1528 306
1639 311
1721 308
1757 308
1783 310
1789 312
1797 312
1804 310
1951 314
2260 320
Material Boundary
Cross -Section A- Circular Arc.slim

IUD EINTERRRET 8.111
Page 7 of 8
X Y
0 250
544 250
676 260
809 260
1016 280
1093 283
1392 276
1475 270
1660 270
1888 280
2260 280
Material Boundary
X Y
316 286
344 274
1369 304
1391 310
1395 310
1401 310
1408 308
1528 304
1639 309
1721 306
1757 306
1783 308
1789 310
1797 310
1804 308
1951 312
2260 318
Material Boundary
X Y
316 286
316 288
Material Boundary
X Y
316.142 288.039
344 276.1
1369 306.1
1391 312.1
1395 312.1
1401 312.1
1408 310.1
1528 306.1
1639 311.1
1721 308.1
1757 308.1
1783 310.1
1789 312.1
1797 312.1
1804 310.1
1951 314.1
2260 320.1
Material Boundary
Cross -Section A- Circular Arc.slim

91MNT RRRU 8.016
a1�
'p4en :Page 8 of 8
�
X Y
318.979 288.823
344 278.1
1369 308.1
1391 314.1
1395 314.1
1401 314.1
1408 312.1
1528 308.1
1639 313.1
1721 310.1
1757 310.1
1783 312.1
1789 314.1
1797 314.1
1804 312.1
1951 316.1
2260 322.1
Material Boundary
X Y
344 276
344 276.1
Cross -Section A- Circular Arc.slim

STATIC STABILITY ANALYSIS
CROSS SECTION B
CIRCULAR FAILURE

0 200 400 600 800 1000 1200 1400 1600 18
tol e , .:
;:I to.- J& .
Anson County Landfill - Phase 5 Expansion
Analysis Description
Cross -Section B: Circular Arc
Drawn By ZLM scale 1:2212 Company Civil & Environmental Consultants, Inc.
Date 10/10/2018, 11:23:09 AM File Name Cross -Section B- Circular Arc.slim

91MNT RPRU 8.016
a1� Page 1 of 7
Project Summary
Slide Modeler Version: 8.016
Compute Time: 00h:00m:01.997s
General Settings
Units of Measurement: Imperial Units
Time Units:
days
Permeability Units:
feet/second
Data Output:
Standard
Failure Direction:
Right to Left
Analysis Options
Slices Type:
Slide Analysis Information
Vertical
Analysis Methods Used
GLE/Morgenstern-Price with interslice force function (Half Sine)
Number of slices:
50
Tolerance:
0.005
Maximum number of iterations:
75
Check malpha < 0.2:
Yes
Create Interslice boundaries at intersections
Yes
with water tables and piezos:
Initial trial value of FS:
1
Steffensen Iteration:
Yes
Groundwater Analysis
Groundwater Method:
Water Surfaces
Pore Fluid Unit Weight [lbs/ft3]:
62.4
Use negative pore pressure cutoff:
Yes
Maximum negative pore pressure [psf]:
0
Advanced Groundwater Method:
None
Random Numbers
Pseudo -random Seed: 10116
Random Number Generation Method: Park and Miller v.3
Surface Options
Cross -Section B- Circular Arc.slim

SLIDE INTERPRET 1.111
Page 2 of 7
Surface Type:
Circular
Search Method:
Auto Refine Search
Divisions along slope:
20
Circles per division:
10
Number of iterations:
10
Divisions to use in next iteration:
50%
Composite Surfaces:
Disabled
Minimum Elevation:
Not Defined
Minimum Depth:
Not Defined
Minimum Area:
Not Defined
Minimum Weight:
Not Defined
Seismic Loading
Advanced seismic analysis: No
Staged pseudostatic analysis: No
Materials
Protective
Base Liner Geosynthetics
Compacted Clay
Base Liner Geosynthetics
Property
Waste
Subgrade
Bedrock
Cover
(Floor)
Liner
(Sideslope)
Color
C
0
E.
C
0
■
C
Mohr-
Mohr-
Shear Normal function
Mohr -Coulomb
Mohr-
Mohr-
Shear Normal function
Strength Type
Coulomb
Coulomb
Coulomb
Coulomb
Unit Weight
60
120
60
115.4
115.4
135
60
[lbs/ft3]
Cohesion [psf]
300
0
120
120
9000
Friction Angle [°]
30
34
26.7
26.7
45
Water Surface
None
None
None
None
Piezometric
Piezometric
None
Line 1
Line 1
Hu Value
1
1
Ru Value
0
0
0
0
0
Shear Normal Functions
Name: Base Liner CGI - Sideslope
Normal (psf)
Shear (psf)
0
0
500
115
1000
231
2000
461
5000
776
10000
1302
16000
1302
Name: Base Liner CGI - Floor
Normal (psf)
Shear (psf)
0
0
500
244
1000
488
2000
859
5000
1833
10000
3458
16000
3458
Global Minimums
Method: gle/morgenstern-price
Cross -Section 3- Circular Arc.slim

91MNT RRRU 8.016
a1� : Page 3 of 7
FS
2A54560
Center:
402.404, 1179.086
Radius:
909.206
Left Slip Surface Endpoint:
170.320, 300.000
Right Slip Surface Endpoint:
1046.324, 537.196
Resisting Moment:
2.4953e+09 lb-ft
Driving Moment:
1.0166e+09 lb-ft
Resisting Horizontal Force:
2.58217e+06 lb
Driving Horizontal Force:
1.05199e+06lb
Total Slice Area:
75506.2 ft2
Surface Horizontal Width:
876.004 ft
Surface Average Height:
86.1938 ft
Slice Data
Cross -Section B- Circular Arc.slinn

91MNT RPRU 8.111
Page 4 of 7
Angle
Base
Base
Effective
Base
Effective
Base
Shear
Shear
Pore
Slice Width Weight
of Slice
Base
Friction
Normal
Normal
Vertical
Vertical
Cohesion
Stress
Strength
Pressure
Number [ft] [lbs]
Base
Material
Angle
Stress
Stress
Stress
Stress
[psf)
[psf)
[psf)
[psfl
[degrees]
[degrees]
[psf]
[psf]
[psf]
[psf)
1 6.68045 669.388
-14.5716
Subgrade
120
26.7
73.488
180.381
120.054
0
120.054
100.95
100.95
2 12.517 5683.79
-13.9477
Compacted Clay Liner
120
26.7
150.927
370.459
497.983
0
497.983
460.499
460.499
3 0.681834 429.614
-13.5192
Base Liner
-1
13.0615
61.4037
150.719
653.959
0
653.959
639.196
639.196
Geosynthetics
(Sideslope)
4
12.9221
10060
-13.0791
Protective Cover
0
34
234.338
575.197
852.766
0
852.766
798.324
798.324
5
8.69456
9095.36
-12.3806
Waste
300
30
398.172
977.338
1173.19
0
1173.19
1085.78
1085.78
6
9.83259
13563
-11.7837
Protective Cover
0
34
418.706
1027.74
1523.68
0
1523.68
1436.34
1436.34
7
0.50671
805.785
-11.4509
Base Liner
117
20.3548
306.531
752.399
1712.67
0
1712.67
1650.57
1650.57
Geosynthetics (Floor)
8
10.4738
18872.9
-11.0983
Compacted Clay Liner
120
26.7
452.727
1111.24
1970.87
0
1970.87
1882.07
1882.07
9
17.9064
41878.3
-10.1887
Subgrade
120
26.7
574.087
1409.13
2563.14
0
2563.14
2459.96
2459.96
10
17.9064
53403.6
-9.04416
Subgrade
120
26.7
720.316
1768.06
3276.79
0
3276.79
3162.14
3162.14
11
19.8652
71796.9
-7.84099
Subgrade
120
26.7
843.1
2069.44
3973.66
97.6165
3876.04
3857.55
3759.93
12
19.8652
84026.6
-6.57906
Subgrade
120
26.7
948.907
2329.15
4646.86
254.452
4392.41
4537.42
4282.97
13
19.8652
95241
-5.32033
Subgrade
120
26.7
1047.84
2571.99
5258.9
383.654
4875.25
5161.32
4777.67
14
19.8652
105447
-4.06417
Subgrade
120
26.7
1139.36
2796.62
5807.31
485.41
5321.9
5726.36
5240.95
15
19.8652
114650
-2.80996
Subgrade
120
26.7
1223.05
3002.04
6290.19
559.868
5730.32
6230.16
5670.29
16
19.8652
122855
-1.5571
Subgrade
120
26.7
1298.63
3187.57
6706.35
607.137
6099.22
6671.05
6063.92
17
29.5439
195916
0
Subgrade
120
26.7
1382.64
3393.77
7133.14
623.985
6509.16
7133.14
6509.16
18
20.0842
141688
1.56401
Subgrade
120
26.7
1463.88
3593.19
7512.56
606.876
6905.68
7552.53
6945.65
19
20.0842
147389
2.8307
Subgrade
120
26.7
1520.66
3732.55
7741.51
558.783
7182.72
7816.7
7257.91
20
20.0842
152058
4.09877
Subgrade
120
26.7
1569.42
3852.24
7903.62
482.895
7420.72
8016.08
7533.19
21
20.0842
155690
5.36886
Subgrade
120
26.7
1610.55
3953.19
8000.56
379.101
7621.46
8151.92
7772.82
22
20.0842
158280
6.64161
Subgrade
120
26.7
1644.5
4036.52
8034.41
247.247
7787.16
8225.89
7978.65
23
20.0842
159820
7.91766
Subgrade
120
26.7
1671.77
4103.47
8007.39
87.1337
7920.26
8239.89
8152.76
24
21.1054
168436
9.23033
Subgrade
120
26.7
1670.79
4101.06
7915.45
0
7915.45
8186.96
8186.96
25
21.1054
167727
10.5806
Subgrade
120
26.7
1638.76
4022.43
7759.14
0
7759.14
8065.25
8065.25
26
21.1054
165761
11.9368
Subgrade
120
26.7
1594.93
3914.85
7545.21
0
7545.21
7882.38
7882.38
27
10.2099
79144.6
12.9466
Compacted Clay Liner
120
26.7
1556.32
3820.09
7356.81
0
7356.81
7714.59
7714.59
28
0.494422
3812.82
13.2927
Base Liner
208
18.0042
1045.82
2567.03
7258.54
0
7258.54
7505.62
7505.62
Geosynthetics (Floor)
29
9.60173
73573.8
13.62
Protective Cover
0
34
1989.08
4882.32
7238.33
0
7238.33
7720.28
7720.28
30
20.239
154294
14.5903
Waste
300
30
1792.97
4400.95
7103.03
0
7103.03
7569.74
7569.74
31
20.239
154423
15.9124
Waste
300
30
1766.48
4335.92
6990.44
0
6990.44
7494.04
7494.04
32
20.239
153938
17.2433
Waste
300
30
1734.38
4257.13
6853.93
0
6853.93
7392.24
7392.24
33
20.239
152824
18.5838
Waste
300
30
1697.05
4165.51
6695.27
0
6695.27
7265.86
7265.86
34
20.239
151067
19.935
Waste
300
30
1654.83
4061.88
6515.75
0
6515.75
7115.93
7115.93
35
20.239
148651
21.2978
Waste
300
30
1607.95
3946.82
6316.47
0
6316.47
6943.31
6943.31
36
20.239
145559
22.6734
Waste
300
30
1556.6
3820.76
6098.15
0
6098.15
6748.44
6748.44
37
20.239
141770
24.063
Waste
300
30
1500.84
3683.9
5861.07
0
5861.07
6531.26
6531.26
38
20.239
137261
25.4677
Waste
300
30
1440.68
3536.23
5605.33
0
5605.33
6291.51
6291.51
39
20.239
132009
26.8891
Waste
300
30
1376.02
3377.52
5330.44
0
5330.44
6028.21
6028.21
40
20.239
125984
28.3286
Waste
300
30
1306.68
3207.32
5035.61
0
5035.61
5740.03
5740.03
41
20.239
119157
29.7879
Waste
300
30
1232.36
3024.91
4719.69
0
4719.69
5425.13
5425.13
42
20.239
111492
31.2689
Waste
300
30
1152.69
2829.34
4380.92
0
4380.92
5080.91
5080.91
43
20.239
102950
32.7734
Waste
300
30
1067.14
2619.37
4017.27
0
4017.27
4704.29
4704.29
44
20.239
93486.9
34.3039
Waste
300
30
975.108
2393.46
3625.98
0
3625.98
4291.25
4291.25
45
20.239
83051.5
35.8628
Waste
300
30
875.811
2149.73
3203.82
0
3203.82
3836.93
3836.93
46
20.239
71586.7
37.453
Waste
300
30
768.321
1885.89
2746.84
0
2746.84
3335.39
3335.39
47
20.239
59026.4
39.0779
Waste
300
30
651.53
1599.22
2250.32
0
2250.32
2779.38
2779.38
48
20.239
45294.3
40.7411
Waste
300
30
524.114
1286.47
1708.62
0
1708.62
2160.08
2160.08
49
20.239
30301.3
42.447
Waste
300
30
384.491
943.757
1115.02
0
1115.02
1466.69
1466.69
50
20.239
11227.6
44.2008
Waste
300
30
205.099
503.429
352.349
0
352.349
551.806
551.806
Interstice Data
Global Minimum
Factor: 2.45456
Cross -Section B- Circular Arc.slim

91MNT RRRU 8.111
*1�
:Page 5 of 7
'eien
�
X
Y
Interslice
Interslice
Interslice
Slice
coordinate
coordinate - Bottom
Normal Force
Shear Force
Force Angle
Number
[ft]
IN
[Ibs]
[Ibs]
[degrees]
1
170.32
300
0
0
0
2
177
298.263
699.335
5.0259
0.41176
3
189.517
295.155
4136.26
85.3637
1.1823
4
190.199
294.991
4285.32
91.576
1.22421
5
203.121
291.989
9873.05
347.621
2.0165
6
211.815
290.08
15573.5
692.711
2.54684
7
221.648
288.029
22815.2
1252.83
3.14307
8
222.155
287.926
23146.3
1283.41
3.17367
9
232.629
285.872
31936.5
2123.16
3.80347
10
250.535
282.653
50463.4
4295.29
4.86511
11
268.441
279.803
72699.2
7517.28
5.90355
12
288.307
277.068
100315
12357.5
7.02271
13
308.172
274.776
129809
18477.6
8.10132
14
328.037
272.926
160350
25781.3
9.13393
15
347.902
271.515
191176
34106.3
10.1153
16
367.767
270.54
221601
43238.4
11.0407
17
387.632
270
251016
52925.2
11.9061
18
417.176
270
291858
67778.4
13.0741
19
437.261
270.548
317134
77791.8
13.7823
20
457.345
271.541
339982
87405.9
14.4179
21
477.429
272.981
360123
96350.7
14.9786
22
497.513
274.868
377363
104387
15.4626
23
517.597
277.207
391597
111315
15.8683
24
537.682
280
402801
116983
16.1946
25
558.787
283.43
410909
121333
16.4508
26
579.892
287.372
414901
123824
16.6173
27
600.998
291.834
414892
124425
16.6938
28
611.208
294.181
413512
124047
16.6984
29
611.702
294.298
413181
123945
16.6981
30
621.304
296.624
415437
124496
16.6821
31
641.543
301.893
414298
123408
16.5873
32
661.782
307.663
409709
120661
16.4099
33
682.021
313.944
401751
116340
16.1501
34
702.26
320.749
390532
110574
15.8088
35
722.499
328.09
376190
103527
15.3868
36
742.738
335.98
358891
95398
14.8858
37
762.977
344.435
338829
86410.7
14.307
38
783.216
353.472
316229
76811.6
13.6527
39
803.455
363.112
291350
66862
12.925
40
823.694
373.375
264488
56831.7
12.127
41
843.933
384.286
235988
46991.4
11.2618
42
864.172
395.871
206246
37604.8
10.3332
43
884.411
408.161
175728
28920.1
9.34557
44
904.65
421.191
144977
21159.5
8.30373
45
924.89
434.999
114641
14508.8
7.21292
46
945.129
449.63
85490.2
9104.7
6.07908
47
965.368
465.134
58451.7
5019.88
4.90856
48
985.607
481.568
34652.2
2245.8
3.70814
49
1005.85
499.002
15470.8
671.383
2.48489
50
1026.08
517.513
2610.79
56.7996
1.24631
51
1046.32
537.196
0
0
0
Entity Information
Piezoline
Cross -Section B- Circular Arc.slim

IUD EINTERRRET 8.111
Page 6 of 7
X Y
0 274
134 274
273 280
547 280
796 280
806 281
1050 289
1244 281
1320 280
1590 280
External Boundary
X Y
0 150
1590 150
1590 280
1590 316
1590 318
1590 318.1
1590 320.1
1590 560
1434 560
1026 536
180.158 300.878
177.15 300.042
177 300
0 300
0 270
Material Boundary
X
Y
177
300
208
288
400
287
551.233
292.142
900
304
1590
318
Material Boundary
X Y
0 270
123 270
604 270
806 281
1050 289
1244 281
1320 280
1590 280
Material Boundary
X
Y
177
298
208
286
400
285
551.233
290.142
900
302
1590
316
Cross -Section B- Circular Arc.slim

91MNT RRRU 8.016
a1� Page 7 of 7
Material Boundary
X Y
177.15 300.042
208 288.1
400 287.1
551.233 292.242
900 304.1
1590 318.1
Material Boundary
X Y
180.158 300.878
208 290.1
400 289.1
551.233 294.242
900 306.1
1590 320.1
Material Boundary
X Y
208 288
208 288.1
Material Boundary
X Y
177 298
177 300
Cross -Section B- Circular Arc.slim

STATIC STABILITY ANALYSIS
CROSS SECTION C
CIRCULAR FAILURE

F
Color
Unit Weight
(Ibs/ft3)
Strength type
Cohesion
(psf)
Phi
(deg)
Shear Normal Function
Water Surface
❑
60
Mohr -Coulomb
300
30
None
■
120
Mohr -Coulomb
0
34
None
■
60
Shear Normal function
Base Liner CGI - Floor
None
■
115.4
Mohr -Coulomb
120
26.7
None
■
115.4
Mohr -Coulomb
120
26.7
Piezometric Line 1
■
135
Mohr -Coulomb
9000
45
Piezometric Line 1
❑
60
Shear Normal function
Base Liner CGI - Sideslope
None
Checked By:
TDM 10/29/2018
-200 0 200 400 600 800 1000 1200 1400 1600 1800 2000
Project
Anson County Landfill - Phase 5 Expansion
Analysis Description
Cross -Section C: Circular Arc
Drawn By ZLM scale 1:2722 Company Civil & Environmental Consultants, Inc.
SLIDEINTERPRET 8.016
Date 10/10/2018, 11:34:21 AM File Name Cross -Section C- Circular Arc.slim

91MNT RPRU 8.016
a1� : Page 1 of 8
Project Summary
Slide Modeler Version: 8.016
Compute Time: 00h:00m:01.397s
General Settings
Units of Measurement: Imperial Units
Time Units:
days
Permeability Units:
feet/second
Data Output:
Standard
Failure Direction:
Right to Left
Analysis Options
Slices Type:
Slide Analysis Information
Vertical
Analysis Methods Used
GLE/Morgenstern-Price with interslice force function (Half Sine)
Number of slices:
50
Tolerance:
0.005
Maximum number of iterations:
75
Check malpha < 0.2:
Yes
Create Interslice boundaries at intersections
Yes
with water tables and piezos:
Initial trial value of FS:
1
Steffensen Iteration:
Yes
Groundwater Analysis
Groundwater Method:
Water Surfaces
Pore Fluid Unit Weight [lbs/ft3]:
62.4
Use negative pore pressure cutoff:
Yes
Maximum negative pore pressure [psf]:
0
Advanced Groundwater Method:
None
Random Numbers
Pseudo -random Seed: 10116
Random Number Generation Method: Park and Miller v.3
Surface Options
Cross -Section C- Circular Arc.slim

SLIDE INTERPRET 1.111
Page 2 of 8
Surface Type:
Circular
Search Method:
Auto Refine Search
Divisions along slope:
20
Circles per division:
10
Number of iterations:
10
Divisions to use in next iteration:
50%
Composite Surfaces:
Disabled
Minimum Elevation:
Not Defined
Minimum Depth:
Not Defined
Minimum Area:
Not Defined
Minimum Weight:
Not Defined
Seismic Loading
Advanced seismic analysis: No
Staged pseudostatic analysis: No
Materials
Protective
Base Liner Geosynthetics
Compacted Clay
Base Liner Geosynthetics
Property
Waste
Subgrade
Bedrock
Cover
(Floor)
Liner
(Sideslope)
Color
C
0
E.
C
0
■
C
Mohr-
Mohr-
Shear Normal function
Mohr -Coulomb
Mohr-
Mohr-
Shear Normal function
Strength Type
Coulomb
Coulomb
Coulomb
Coulomb
Unit Weight
60
120
60
115.4
115.4
135
60
[lbs/ft3]
Cohesion [psf]
300
0
120
120
9000
Friction Angle [°]
30
34
26.7
26.7
45
Water Surface
None
None
None
None
Piezometric
Piezometric
None
Line 1
Line 1
Hu Value
1
1
Ru Value
0
0
0
0
0
Shear Normal Functions
Name: Base Liner CGI - Sideslope
Normal (psf)
Shear (psf)
0
0
500
115
1000
231
2000
461
5000
776
10000
1302
16000
1302
Name: Base Liner CGI - Floor
Normal (psf)
Shear (psf)
0
0
500
244
1000
488
2000
859
5000
1833
10000
3458
16000
3458
Global Minimums
Method: gle/morgenstern-price
Cross -Section C- Circular Arc.slim

91MNT RRRU 8.016
a1� : Page 3 of 8
FS
2.399200
Center:
348.197, 1466.849
Radius:
1181.333
Left Slip Surface Endpoint:
176.911, 298.000
Right Slip Surface Endpoint:
1059.953, 524.007
Resisting Moment:
2.6025e+09 lb-ft
Driving Moment:
1.08474e+09 Ib-ft
Resisting Horizontal Force:
2.09447e+06 lb
Driving Horizontal Force:
872986 Ib
Total Slice Area:
59309.6 ft2
Surface Horizontal Width:
883.042 ft
Surface Average Height:
67.1651 ft
Slice Data
Cross -Section C- Circular Arc.slim

91MNT RPRU 8.111
Page 4 of 8
Angle
Base
Base
Effective
Base
Effective
Base
Shear
Shear
Pore
Slice Width Weight
of Slice
Base
Friction
Normal
Normal
Vertical
Vertical
Cohesion
Stress
Strength
Pressure
Number [ft] [lbs]
Base
Material
Angle
Stress
Stress
Stress
Stress
[psfl
[psfl
[psfl
[psfl
[degrees]
[degrees]
[psfl
[psf]
[psf]
[psfl
1 19.8815 3144.61
-7.85024
Subgrade
120
26.7
86.1513
206.694
172.372
0
172.372
160.494
160.494
2 19.8815 9608.63
-6.8779
Subgrade
120
26.7
157.751
378.476
513.926
0
513.926
494.897
494.897
3 6.66815 4629.74
-6.2296
Compacted Clay Liner
120
26.7
204.642
490.976
737.603
0
737.603
715.265
715.265
4 0.33009 238.252
-6.05888
Base Liner
-1
13.0615
71.6985
172.019
745.769
0
745.769
738.159
738.159
Geosynthetics
(Sideslope)
5
6.53804
4850.83
-5.89144
Protective Cover
0
34
222.375
533.522
790.978
0
790.978
768.032
768.032
6
3.00013
2378.66
-5.65893
Waste
300
30
332.396
797.485
861.67
0
861.67
828.733
828.733
7
19.805
21989.7
-5.10362
Protective Cover
0
34
333.865
801.008
1187.54
0
1187.54
1157.72
1157.72
8
1.08645
1526.52
-4.59499
Base Liner
117
20.3548
277.721
666.309
1480.62
0
1480.62
1458.3
1458.3
Geosynthetics (Floor)
9
24.6757
42818.8
-3.96871
Compacted Clay Liner
120
26.7
437.153
1048.82
1846.75
0
1846.75
1816.42
1816.42
10
20.7936
47794.1
-2.86397
Subgrade
120
26.7
563.117
1351.03
2447.63
0
2447.63
2419.46
2419.46
11
20.7936
57541.8
-1.85456
Subgrade
120
26.7
667.81
1602.21
2947.05
0
2947.05
2925.43
2925.43
12
20.7936
66409.6
-
Subgrade
120
26.7
762.392
1829.13
3398.23
0
3398.23
3386.98
3386.98
0.845713
13
20.7936
74398.7
0.162868
Subgrade
120
26.7
846.495
2030.91
3799.42
0
3799.42
3801.82
3801.82
14
20.7936
81509.4
1.1715
Subgrade
120
26.7
919.836
2206.87
4149.28
0
4149.28
4168.09
4168.09
15
20.7936
87741
2.18049
Subgrade
120
26.7
982.236
2356.58
4446.94
0
4446.94
4484.34
4484.34
16
20.7936
93092.4
3.19017
Subgrade
120
26.7
1033.6
2479.82
4691.97
0
4691.97
4749.58
4749.58
17
20.7936
97561.2
4.20083
Subgrade
120
26.7
1073.94
2576.6
4884.4
0
4884.4
4963.28
4963.28
18
24.629
120086
5.3063
Compacted Clay Liner
120
26.7
1105.04
2651.21
5032.74
0
5032.74
5135.37
5135.37
19
1.08411
5386.71
5.93258
Base Liner
208
18.0042
770.615
1848.86
5048.8
0
5048.8
5128.88
5128.88
Geosynthetics (Floor)
20
26.2986
132946
6.60103
Protective Cover
0
34
1464.24
3513.01
5208.25
0
5208.25
5377.7
5377.7
21
0.544122
2854.2
7.25636
Base Liner
250
6.0054
332.353
797.381
5203.25
0
5203.25
5245.56
5245.56
Geosynthetics
(Sideslope)
22
11.1928
59937
7.54346
Compacted Clay Liner
120
26.7
1184.88
2842.77
5413.61
0
5413.61
5570.52
5570.52
23
16.4593
92296.7
8.22056
Subgrade
120
26.7
1229.39
2949.56
5625.95
0
5625.95
5803.56
5803.56
24
16.4593
95589.8
9.02801
Subgrade
120
26.7
1260.47
3024.11
5774.17
0
5774.17
5974.44
5974.44
25
4.40738
25063.6
9.54054
Compacted Clay Liner
120
26.7
1228.91
2948.4
5623.65
0
5623.65
5830.2
5830.2
26
0.219382
1238.99
9.65432
Base Liner
250
6.0054
344.42
826.332
5478.42
0
5478.42
5537.01
5537.01
Geosynthetics
(Sideslope)
27
5.68964
31895.2
9.79974
Protective Cover
0
34
1565.56
3756.08
5568.61
0
5568.61
5839.02
5839.02
28
22.0801
124392
10.4843
Waste
300
30
1457.86
3497.7
5538.58
0
5538.58
5808.37
5808.37
29
22.0801
127047
11.5754
Waste
300
30
1467.7
3521.31
5579.47
0
5579.47
5880.09
5880.09
30
22.0801
129121
12.6708
Waste
300
30
1470.47
3527.95
5590.98
0
5590.98
5921.58
5921.58
31
22.0801
130606
13.771
Waste
300
30
1466.59
3518.64
5574.83
0
5574.83
5934.27
5934.27
32
22.0801
131494
14.8763
Waste
300
30
1456.47
3494.37
5532.82
0
5532.82
5919.71
5919.71
33
22.0801
131776
15.9874
Waste
300
30
1440.52
3456.09
5466.53
0
5466.53
5879.25
5879.25
34
22.0801
131442
17.1046
Waste
300
30
1419.09
3404.68
5377.47
0
5377.47
5814.16
5814.16
35
22.0801
130482
18.2286
Waste
300
30
1392.5
3340.88
5266.97
0
5266.97
5725.57
5725.57
36
22.0801
128884
19.3599
Waste
300
30
1361.01
3265.33
5136.12
0
5136.12
5614.33
5614.33
37
22.0801
126634
20.4991
Waste
300
30
1324.82
3178.5
4985.7
0
4985.7
5481.01
5481.01
38
22.0801
123719
21.6469
Waste
300
30
1284.06
3080.72
4816.36
0
4816.36
5325.97
5325.97
39
22.0801
120123
22.8038
Waste
300
30
1238.8
2972.13
4628.28
0
4628.28
5149.12
5149.12
40
22.0801
115828
23.9707
Waste
300
30
1189.02
2852.69
4421.41
0
4421.41
4950.07
4950.07
41
22.0801
110817
25.1483
Waste
300
30
1134.62
2722.19
4195.35
0
4195.35
4728.01
4728.01
42
22.0801
105068
26.3373
Waste
300
30
1075.44
2580.19
3949.4
0
3949.4
4481.79
4481.79
43
22.0801
98558.5
27.5386
Waste
300
30
1011.2
2426.07
3682.46
0
3682.46
4209.72
4209.72
44
22.0801
91264.7
28.7533
Waste
300
30
941.556
2258.98
3393.06
0
3393.06
3909.68
3909.68
45
22.0801
83159
29.9823
Waste
300
30
866.06
2077.85
3079.34
0
3079.34
3579
3579
46
22.0801
74211.3
31.2266
Waste
300
30
784.161
1881.36
2739
0
2739
3214.4
3214.4
47
22.0801
64388.6
32.4876
Waste
300
30
695.194
1667.91
2369.3
0
2369.3
2811.98
2811.98
48
22.0801
53654.1
33.7666
Waste
300
30
598.383
1435.64
1966.98
0
1966.98
2367.06
2367.06
49
22.0801
38212.7
35.0649
Waste
300
30
458.128
1099.14
1384.15
0
1384.15
1705.71
1705.71
50
22.0801
13027.1
36.3842
Waste
300
30
226.635
543.742
422.175
0
422.175
589.168
589.168
Interstice Data
Cross -Section C- Circular Arc.slim

91MNT RRRU 8.016
a1� : Page 5 of 8
Global Minimum Query (gle/morgenstern-price) - Safety Factor: 2.3992
X
y
Interslice
Interslice
Interslice
Slice
coordinate
coordinate - Bottom
Normal Force
Shear Force
Force Angle
Number
[ft]
IN
[Ibs]
[Ibs]
[degrees]
1
176.911
298
0
0
0
2
196.792
295.259
2185.18
46.3302
1.2146
3
216.674
292.861
6553.7
277.209
2.42206
4
223.342
292.133
8455.04
417.098
2.82419
5
223.672
292.098
8504.83
422.51
2.84405
6
230.21
291.423
10492.2
593.3
3.23644
7
233.21
291.126
11745.5
701.067
3.41583
8
253.015
289.357
20457.7
1641.49
4.58748
9
254.102
289.27
20888.7
1699.39
4.65103
10
278.778
287.558
34836.3
3705.15
6.07109
11
299.571
286.517
49090.7
6224.72
7.22656
12
320.365
285.844
64959.8
9519.78
8.33728
13
341.158
285.537
81854.4
13546.5
9.397
14
361.952
285.596
99229.9
18212.3
10.4001
15
382.746
286.022
116591
23385
11.3415
16
403.539
286.813
133492
28902.9
12.2168
17
424.333
287.972
149545
34585.2
13.0218
18
445.126
289.5
164414
40242
13.7533
19
469.756
291.787
180115
46650.2
14.5207
20
470.84
291.9
180382
46824.2
14.5519
21
497.138
294.943
203035
55326.9
15.243
22
497.682
295.012
202856
55327.1
15.2558
23
508.875
296.494
208093
57745.5
15.5093
24
525.334
298.872
214948
60979.6
15.8384
25
541.794
301.487
220592
63733
16.115
26
546.201
302.228
221842
64367.3
16.18
27
546.421
302.266
221713
64343.1
16.1832
28
552.11
303.248
225148
65672.7
16.2613
29
574.19
307.334
234703
69540.6
16.5041
30
596.27
311.857
241874
72336.8
16.6502
31
618.351
316.821
246585
73975.5
16.6992
32
640.431
322.233
248796
74410.3
16.651
33
662.511
328.098
248501
73635.4
16.5055
34
684.591
334.424
245723
71684.3
16.2634
35
706.671
341.219
240516
68628.3
15.9254
36
728.751
348.49
232959
64573.7
15.4928
37
750.831
356.249
223160
59657.3
14.9669
38
772.911
364.504
211253
54043
14.3497
39
794.992
373.267
197396
47915.1
13.6439
40
817.072
382.55
181781
41473.8
12.8522
41
839.152
392.367
164627
34927.6
11.9784
42
861.232
402.733
146189
28487
11.0267
43
883.312
413.664
126763
22356.5
10.0021
44
905.392
425.177
106692
16726.7
8.91005
45
927.472
437.292
86372.3
11765.7
7.75713
46
949.552
450.031
66266.2
7609.02
6.5503
47
971.633
463.417
46914.2
4349.96
5.29741
48
993.713
477.477
28950.7
2027.89
4.00681
49
1015.79
492.24
13123.9
616.023
2.68744
50
1037.87
507.738
1786.98
42.0693
1.34862
51
1059.95
524.007
0
0
0
Entity Information
Piezoline
n
Cross -Section C- Circular Arc.slim

IUD EINTERRRET 8.111
Page 6 of 8
X Y
0 279
140 280
206 279
580 280
592 279
683 280
733 290
799 290
867 280
1060 279
External Boundary
X Y
0 150
1060 150
1060 279
1060 300
1060 302
1060 302.1
1060 304.1
1060 524
1021 530
212.022 298.864
209.144 298.041
209 298
0 298
0 279
Material Boundary
X
Y
209
298
231
289
488
292
533
306
547
302
559
300
749
297
914
301
921
302
933
306
944
306
1060
302
Material Boundary
X Y
0 279
206 279
580 280
592 279
683 280
733 290
799 290
867 280
1060 279
Material Boundary
F-1
Cross -Section C- Circular Arc.slim

SLIDE INTERPRET 8.111
Page 7 of 8
X Y
209 296
231 287
488 290
533 304
547 300
559 298
749 295
914 299
921 300
933 304
944 304
1060 300
Material Boundary
X
Y
209.144
298.041
231
289.1
488
292.1
533
306.1
547
302.1
559
300.1
749
297.1
914
301.1
921
302.1
933
306.1
944
306.1
1060
302.1
Material Boundary
X
Y
212.022
298.864
231
291.1
488
294.1
533
308.1
547
304.1
559
302.1
749
299.1
914
303.1
921
304.1
933
308.1
944
308.1
1060
304.1
Material Boundary
X Y
231 289
231 289.1
Material Boundary
X Y
209 296
209 298
Material Boundary
X Y
488 292
488 292.1
Cross -Section C- Circular Arc.slim

SUDEINTERPRET 8.016
Page 8 of 8
Material Boundary
X Y
559 300
559 300.1
Cross -Section C- Circular Arc.slim

STATIC STABILITY ANALYSIS
INTERIM SECTION
CIRCULAR FAILURE

10
Checked By:
TDM 10/29/2018
0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 2400
Project
Anson County Landfill - Phase 5 Expansion
Analysis De-nptlon
Interim Section: Circular Arc
Drawn By ZLM scale 1:3007 Company Civil & Environmental Consultants, Inc.
SLIDEINTERPRET 8.016 ff77
10/12/2018, 9:48:14 AM File Name Interim Section- Circular Arc.slim

91MNT RPRU 8.016
a1� : Page 1 of 8
Project Summary
Slide Modeler Version: 8.016
Compute Time: 00h:00m:02.160s
General Settings
Units of Measurement: Imperial Units
Time Units:
days
Permeability Units:
feet/second
Data Output:
Standard
Failure Direction:
Right to Left
Analysis Options
Slices Type:
Slide Analysis Information
Vertical
Analysis Methods Used
GLE/Morgenstern-Price with interslice force function (Half Sine)
Number of slices:
50
Tolerance:
0.005
Maximum number of iterations:
75
Check malpha < 0.2:
Yes
Create Interslice boundaries at intersections
Yes
with water tables and piezos:
Initial trial value of FS:
1
Steffensen Iteration:
Yes
Groundwater Analysis
Groundwater Method:
Water Surfaces
Pore Fluid Unit Weight [lbs/ft3]:
62.4
Use negative pore pressure cutoff:
Yes
Maximum negative pore pressure [psf]:
0
Advanced Groundwater Method:
None
Random Numbers
Pseudo -random Seed: 10116
Random Number Generation Method: Park and Miller v.3
Surface Options
Interim Section- Circular Arc.slim

SLIDE INTERPRET 1.111
Page 2 of 8
Surface Type:
Circular
Search Method:
Auto Refine Search
Divisions along slope:
20
Circles per division:
10
Number of iterations:
10
Divisions to use in next iteration:
50%
Composite Surfaces:
Disabled
Minimum Elevation:
Not Defined
Minimum Depth:
Not Defined
Minimum Area:
Not Defined
Minimum Weight:
Not Defined
Seismic Loading
Advanced seismic analysis: No
Staged pseudostatic analysis: No
Materials
Protective
Base Liner Geosynthetics
Compacted Clay
Base Liner Geosynthetics
Property
Waste
Subgrade
Bedrock
Cover
(Floor)
Liner
(Sideslope)
Color
C
0
E.
C
0
■
C
Mohr-
Mohr-
Shear Normal function
Mohr -Coulomb
Mohr-
Mohr-
Shear Normal function
Strength Type
Coulomb
Coulomb
Coulomb
Coulomb
Unit Weight
60
120
60
115.4
115.4
135
60
[lbs/ft3]
Cohesion [psf]
300
0
120
120
9000
Friction Angle [°]
30
34
26.7
26.7
45
Water Surface
None
None
None
None
Piezometric
Piezometric
None
Line 1
Line 1
Hu Value
1
1
Ru Value
0
0
0
0
0
Shear Normal Functions
Name: Base Liner CGI - Sideslope
Normal (psf)
Shear (psf)
0
0
500
115
1000
231
2000
461
5000
776
10000
1302
16000
1302
Name: Base Liner CGI - Floor
Normal (psf)
Shear (psf)
0
0
500
244
1000
488
2000
859
5000
1833
10000
3458
16000
3458
Global Minimums
Method: gle/morgenstern-price
Interim Section- Circular Arc.slim

91MNT RRRU 8.016
a1� : Page 3 of 8
FS
2.382340
Center:
1069.044, 1548.681
Radius:
1261.507
Left Slip Surface Endpoint:
913.983, 296.740
Right Slip Surface Endpoint:
1841.128, 551.041
Resisting Moment:
3.11637e+09 lb-ft
Driving Moment:
1.30811e+09lb-ft
Resisting Horizontal Force:
2.34894e+06 I
Driving Horizontal Force:
985977 Ib
Total Slice Area:
66170.3 ft2
Surface Horizontal Width:
927.145 ft
Surface Average Height:
71.3699 ft
Slice Data
Interim Section- Circular Arc.slim

91MNT RPRU 8.111
*
:
Page 4 of 8
Angle
Base
Base
Effective
Base
Effective
Base
Shear
Shear
Pore
Slice Width Weight
of Slice
Base
Friction
Normal
Normal
Vertical
Vertical
Cohesion
Stress
Strength
Pressure
Number [ft] [lbs]
Base
Material
Angle
Stress
Stress
Stress
Stress
[psfl
[psfl
[psf]
[psf]
[degrees]
[degrees]
[psfl
[psf]
[psf]
[psf]
1 13.2484 2128.77
-6.75753
Waste
300
30
170.385
405.914
183.449
0
183.449
163.26
163.26
2 14.6532 8119.73
-6.11989
Protective Cover
0
34
164.425
391.716
580.742
0
580.742
563.113
563.113
3 0.767607 610.858
-5.7677
Base Liner
0
26.0124
169.232
403.167
826.161
0
826.161
809.068
809.068
Geosynthetics
(Floor)
4
16.2002
16925.5
-5.38065
Compacted Clay
120
26.7
281.509
670.65
1094.85
0
1094.85
1068.33
1068.33
Liner
5
19.5796
30520.3
-4.56507
Subgrade
120
26.7
395.933
943.247
1636.85
0
1636.85
1605.23
1605.23
6
19.5796
40901.7
-3.67346
Subgrade
120
26.7
514.708
1226.21
2199.46
0
2199.46
2166.42
2166.42
7
19.5796
50592.1
-2.78273
Subgrade
120
26.7
626.006
1491.36
2726.65
0
2726.65
2696.23
2696.23
8
19.5796
59593.4
-1.89268
Subgrade
120
26.7
729.426
1737.74
3216.52
0
3216.52
3192.42
3192.42
9
19.5796
67906.7
-1.00308
Subgrade
120
26.7
824.597
1964.47
3667.32
0
3667.32
3652.89
3652.89
10
19.5796
75533.1
-
Subgrade
120
26.7
911.201
2170.79
4077.54
0
4077.54
4075.73
4075.73
0.113728
11
19.5796
82472.6
0.775598
Subgrade
120
26.7
988.965
2356.05
4445.9
0
4445.9
4459.28
4459.28
12
19.5796
88725.3
1.66511
Subgrade
120
26.7
1057.69
2519.77
4771.41
0
4771.41
4802.16
4802.16
13
19.5796
94290.3
2.55503
Subgrade
120
26.7
1117.21
2661.58
5053.38
0
5053.38
5103.23
5103.23
14
19.5796
99166.5
3.44556
Subgrade
120
26.7
1167.47
2781.31
5291.45
0
5291.45
5361.74
5361.74
15
19.5796
103352
4.33693
Subgrade
120
26.7
1208.43
2878.9
5485.49
0
5485.49
5577.13
5577.13
16
19.5796
106845
5.22935
Subgrade
120
26.7
1240.15
2954.46
5635.71
0
5635.71
5749.21
5749.21
17
19.5796
109643
6.12304
Subgrade
120
26.7
1262.72
3008.23
5742.61
0
5742.61
5878.07
5878.07
18
19.5796
111742
7.01823
Subgrade
120
26.7
1276.3
3040.58
5806.9
0
5806.9
5964.02
5964.02
19
19.5796
113139
7.91515
Subgrade
120
26.7
1281.07
3051.95
5829.55
0
5829.55
6007.66
6007.66
20
16.0832
93498.8
8.73359
Compacted Clay
120
26.7
1278.28
3045.3
5816.3
0
5816.3
6012.67
6012.67
Liner
21
0.761758
4436.99
9.12064
Base Liner
208
18.0042
872.772
2079.24
5757.65
0
5757.65
5897.77
5897.77
Geosynthetics
(Floor)
22
14.5363
84592.3
9.47283
Protective Cover
0
34
1647.47
3924.83
5818.8
0
5818.8
6093.68
6093.68
23
19.9
116888
10.2668
Waste
300
30
1533.15
3652.49
5806.71
0
5806.71
6084.41
6084.41
24
19.9
119177
11.1867
Waste
300
30
1544.53
3679.59
5853.61
0
5853.61
6159.06
6159.06
25
19.9
121068
12.1096
Waste
300
30
1550.24
3693.2
5877.19
0
5877.19
6209.81
6209.81
26
19.9
122559
13.0357
Waste
300
30
1550.57
3693.98
5878.56
0
5878.56
6237.56
6237.56
27
19.9
123645
13.9652
Waste
300
30
1545.78
3682.58
5858.78
0
5858.78
6243.19
6243.19
28
19.9
124320
14.8986
Waste
300
30
1536.16
3659.66
5819.12
0
5819.12
6227.82
6227.82
29
19.9
124580
15.836
Waste
300
30
1521.97
3625.84
5760.53
0
5760.53
6192.23
6192.23
30
19.9
124418
16.7777
Waste
300
30
1503.44
3581.71
5684.11
0
5684.11
6137.38
6137.38
31
19.9
123830
17.7242
Waste
300
30
1480.82
3527.81
5590.74
0
5590.74
6064.02
6064.02
32
19.9
122808
18.6756
Waste
300
30
1454.28
3464.6
5481.27
0
5481.27
5972.83
5972.83
33
19.9
121345
19.6325
Waste
300
30
1424.02
3392.49
5356.38
0
5356.38
5864.36
5864.36
34
19.9
119433
20.5951
Waste
300
30
1390.14
3311.79
5216.6
0
5216.6
5738.98
5738.98
35
19.9
117064
21.5638
Waste
300
30
1352.75
3222.72
5062.28
0
5062.28
5596.88
5596.88
36
19.9
114229
22.539
Waste
300
30
1311.9
3125.4
4893.73
0
4893.73
5438.19
5438.19
37
19.9
110918
23.5212
Waste
300
30
1267.61
3019.87
4710.94
0
4710.94
5262.67
5262.67
38
19.9
107120
24.5107
Waste
300
30
1219.83
2906.06
4513.82
0
4513.82
5070.01
5070.01
39
19.9
102825
25.5081
Waste
300
30
1168.5
2783.76
4302
0
4302
4859.55
4859.55
40
19.9
98019.8
26.5139
Waste
300
30
1113.49
2652.7
4075
0
4075
4630.5
4630.5
41
19.9
92691.3
27.5286
Waste
300
30
1054.62
2512.47
3832.1
0
3832.1
4381.77
4381.77
42
19.9
86825.1
28.5527
Waste
300
30
991.68
2362.52
3572.39
0
3572.39
4112.01
4112.01
43
19.9
80405.5
29.5869
Waste
300
30
924.389
2202.21
3294.72
0
3294.72
3819.57
3819.57
44
19.9
73415.7
30.6317
Waste
300
30
852.414
2030.74
2997.73
0
2997.73
3502.49
3502.49
45
19.9
65837.2
31.6881
Waste
300
30
775.364
1847.18
2679.8
0
2679.8
3158.45
3158.45
46
19.9
57650
32.7565
Waste
300
30
692.785
1650.45
2339.05
0
2339.05
2784.77
2784.77
47
19.9
48832.2
33.838
Waste
300
30
604.15
1439.29
1973.31
0
1973.31
2378.33
2378.33
48
19.9
39346.2
34.9333
Waste
300
30
508.724
1211.95
1579.55
0
1579.55
1934.88
1934.88
49
19.9
25715.7
36.0435
Waste
300
30
370.409
882.439
1008.81
0
1008.81
1278.36
1278.36
50
19.9
8692.67
37.1695
Waste
300
30
195.967
466.861
289.012
0
289.012
437.595
437.595
Interstice Data
Interim Section- Circular Arc.slim

91MNT RRRU 8.111
*1�
"�ie;� :Page 5 of 8
�
Global Minimum Query (gle/morgenstern-price) - Safety Factor: 2.38234
X
Y
Interslice
Interslice
Interslice
Slice
coordinate
coordinate - Bottom
Normal Force
Shear Force
Force Angle
Number
[ft]
[ft]
[Ibs]
[Ibs]
[degrees]
1
913.983
296.74
0
0
0
2
927.231
295.17
2544.79
34.2606
0.771329
3
941.884
293.599
5866.02
166.131
1.62223
4
942.652
293.522
6059.94
176.33
1.6667
5
958.852
291.996
12290
558.406
2.60149
6
978.432
290.432
22599.3
1468.85
3.71873
7
998.011
289.175
35439.6
2986.45
4.81686
8
1017.59
288.224
50288.7
5188.36
5.89045
9
1037.17
287.577
66648.4
8105.79
6.93427
10
1056.75
287.234
84047.2
11727.4
7.94339
11
1076.33
287.195
102043
16003.7
8.91326
12
1095.91
287.46
120223
20851.8
9.83965
13
1115.49
288.029
138212
26162
10.7186
14
1135.07
288.903
155666
31803
11.5468
15
1154.65
290.082
172282
37629.3
12.3209
16
1174.23
291.567
187791
43487
13.0382
17
1193.81
293.359
201968
49220.8
13.6963
18
1213.39
295.459
214624
54679.4
14.2931
19
1232.97
297.869
225611
59721.4
14.8267
20
1252.55
300.592
234819
64219.8
15.2956
21
1268.63
303.062
241003
67431.8
15.6314
22
1269.39
303.185
240963
67487.8
15.6463
23
1283.93
305.61
250793
71483.1
15.9091
24
1303.83
309.215
260365
75684.7
16.2085
25
1323.73
313.15
268057
79083.2
16.4373
26
1343.63
317.42
273806
81599.6
16.5951
27
1363.53
322.027
277571
83177.2
16.6814
28
1383.43
326.976
279331
83782.7
16.6961
29
1403.33
332.27
279085
83406.3
16.6391
30
1423.23
337.915
276849
82062
16.5106
31
1443.13
343.915
272657
79786.5
16.3108
32
1463.03
350.275
266561
76637.9
16.0403
33
1482.93
357.001
258626
72694.5
15.6996
34
1502.83
364.1
248934
68052.5
15.2897
35
1522.73
371.578
237582
62823.6
14.8117
36
1542.63
379.442
224683
57132.8
14.2669
37
1562.53
387.701
210368
51114.7
13.6569
38
1582.43
396.363
194784
44911.1
12.9837
39
1602.33
405.436
178097
38667.2
12.2496
40
1622.23
414.932
160496
32527.7
11.4569
41
1642.13
424.859
142193
26633.6
10.6089
42
1662.03
435.231
123429
21117.6
9.70879
43
1681.93
446.06
104475
16099.4
8.76026
44
1701.83
457.359
85640.1
11681.7
7.76747
45
1721.73
469.142
67274.8
7944.52
6.7349
46
1741.63
481.427
49780.3
4940.21
5.66749
47
1761.53
494.23
33616
2687.23
4.57045
48
1781.43
507.571
19309.9
1163.89
3.44929
49
1801.33
521.471
7475.96
301.548
2.30981
50
1821.23
535.952
236.468
4.77992
1.15801
51
1841.13
551.041
0
0
0
Entity Information
Piezoline
1-1
Interim Section- Circular Arc.slim

91MNT RRRU 8.016
Page 6 of 8
X Y
0 270
524 270
775 280
945 280
1054 285
1194 287
1391 283
1643 284
2260 284
External Boundary
X Y
2260 150
2260 280
2260 288
2260 318
2260 320
2260 320.1
2260 322.1
2260 560
2179 560
1800 549.95
906.351 294.559
344 278.1
318.979 288.823
316.142 288.039
316 288
3.091 288
0 288
0 250
0 150
Material Boundary
X Y
316 288
344 276
1369 306
1391 312
1395 312
1401 312
1408 310
1528 306
1639 311
1721 308
1757 308
1783 310
1789 312
1797 312
1804 310
1951 314
2260 320
Material Boundary
Interim Section- Circular Arc.slim

IUD EINTERRRET 8.111
Page 7 of 8
X Y
0 250
544 250
676 260
809 260
1016 280
1093 283
1392 276
1475 270
1660 270
1888 280
2260 280
Material Boundary
X Y
316 286
344 274
1369 304
1391 310
1395 310
1401 310
1408 308
1528 304
1639 309
1721 306
1757 306
1783 308
1789 310
1797 310
1804 308
1951 312
2260 318
Material Boundary
X Y
316 286
316 288
Material Boundary
X Y
316.142 288.039
344 276.1
1369 306.1
1391 312.1
1395 312.1
1401 312.1
1408 310.1
1528 306.1
1639 311.1
1721 308.1
1757 308.1
1783 310.1
1789 312.1
1797 312.1
1804 310.1
1951 314.1
2260 320.1
Material Boundary
Interim Section- Circular Arc.slim

91MNT RRRU 8.016
a1�
'eien :Page 8 of 8
�
X Y
906.351 294.559
1369 308.1
1391 314.1
1395 314.1
1401 314.1
1408 312.1
1528 308.1
1639 313.1
1721 310.1
1757 310.1
1783 312.1
1789 314.1
1797 314.1
1804 312.1
1951 316.1
2260 322.1
Material Boundary
X Y
344 276
344 276.1
Interim Section- Circular Arc.slim

STATIC STABILITY ANALYSIS
CROSS SECTION 3
CIRCULAR FAILURE

0
N
M
2.662
Color
Ru
Name
(Ibs/ft3)
Type
(psf)
(deg)
Surface

Slide2 Analysis Information
Anson County Landfill
Project Summary
Slide2 Modeler Version: 9.023
Author: BTN
Company: CEC
Date Created: 3/8/2023, 2:20:34 PM

Anson County Landfill
Friday, March 10, 2023
General Settings
Units of Measurement:
Time Units:
Permeability Units:
Data Output:
Failure Direction:
Imperial Units
days
feet/second
Standard
Right to Left
2/16

Anson County Landfill
Friday, March 10, 2023
Analysis Options
Slices Type:
Number of slices:
Tolerance:
Maximum number of iterations:
Vertical
Analysis Methods Used
GLE/Morgenstern-Price with interslice force function
(Half Sine)
50
0.005
75
Check malpha < 0.2: Yes
Create Interslice boundaries at intersections with water Yes
tables and piezos:
Initial trial value of FS:
Steffensen Iteration:
Yes
3/16

Anson County Landfill
Friday, March 10, 2023
Groundwater Analysis
Groundwater Method:
Pore Fluid Unit Weight [lbs/ft3]:
Use negative pore pressure cutoff:
Maximum negative pore pressure [psf]:
Advanced Groundwater Method:
Water Surfaces
62.4
Yes
None
4/16

Anson County Landfill
Friday, March 10, 2023
Random Numbers
Pseudo -random Seed:
Random Number Generation Method:
10116
Park and Miller v.3
5/16

Anson County Landfill
Friday, March 10, 2023
Surface Options
Surface Type:
Circular
Search Method:
Auto Refine Search
Divisions along slope:
20
Circles per division:
10
Number of iterations:
10
Divisions to use in next iteration:
50%
Composite Surfaces:
Disabled
Minimum Elevation:
Not Defined
Minimum Depth:
Not Defined
Minimum Area:
Not Defined
Minimum Weight:
Not Defined
6/16

Anson County Landfill
Friday, March 10, 2023
Seismic Loading
Advanced seismic analysis: No
Staged pseudostatic analysis: No
7/16

Anson County Landfill
Friday, March 10, 2023
Materials
Structural Fill
Color ❑
Strength Type
Mohr -Coulomb
Unit Weight [Ibs/ft3]
115.4
Cohesion [psf]
120
Friction Angle [deg]
26.7
Water Surface
None
Ru Value
0
Residual
Color
0
Strength Type
Mohr -Coulomb
Unit Weight [Ibs/ft3]
115.4
Cohesion [psf]
120
Friction Angle [deg]
26.7
Water Surface
None
Ru Value
0
8/16

Anson County Landfill
Friday, March 10, 2023
Global Minimums
Method: gle/ morgenstern-price
FS
Center:
Radius:
Left Slip Surface Endpoint:
Right Slip Surface Endpoint:
Resisting Moment:
Driving Moment:
Resisting Horizontal Force:
Driving Horizontal Force:
Total Slice Area:
Surface Horizontal Width:
Surface Average Height:
35.713, 317.169
35.537
23.595, 283.762
64.225, 295.958
642347 I b-ft
241317 lb-ft
16579.8 lb
6228.69 lb
216.604 ft2
40.6304 ft
5.33109 ft
2.661840
9/16

Anson County Landfill
Friday, March 10, 2023
Global Minimum Support Data
No Supports Present
Valid and Invalid Surfaces
Method: gle/ morgenstern-price
Number of Valid Surfaces: 11555
Number of Invalid Surfaces: 0
10/16

Anson County Landfill
Friday, March 10, 2023
Slice Data
Global Minimum Query (gle/ morgenstern-price) - Safety Factor: 2.66184
11/16

Anson County Landfill
Friday, March 10, 2023
e of Base Base
Slice Width [ft] Weight Slice lBase Base Cohesion Friction
Number [lbs] [deg] Material [Pst7 Angle
[deg]
1 0.810029 14.8364-19.2459 Residual 120 26.7
2 0.810029 47.1-17.8681 Residual 120 26.7
3 0.810029 97.8093-16.5009 Residual 120 26.7
4 0.810029 144.481-15.1433 Residual 120 26.7
5 0.810029 189.232-13.7944 Residual 120 26.7
6 0.810029 232.099-12.4532 Residual 120 26.7
7 0.810029 273.11-11.119 Residual 120 26.7
8 0.810029 312.295-9.79079 Residual 120 26.7
9 0.810029 349.675-8.46791 Residual 120 26.7
10 0.810029 385.27-7.14955 Residual 120 26.7
11 0.810029 419.098-5.83499 Residual 120 26.7
12 0.810029 451.173-4.52351 Residual 120 26.7
13 0.810029 481.504-3.21441 Residual 120 26.7
14 0.810029 510.101-1.90698 Residual 120 26.7
15 0.810029 536.969-0.600539 Residual 120 26.7
16 0.810029 562.109 0.705585 Residual 120 26.7
17 0.810029 585.523 2.01208 Residual 120 26.7
18 0.810029 607.207 3.31962 Residual 120 26.7
19 0.810029 627.156 4.62889 Residual 120 26.7
20 0.810029 645.361 5.94059 Residual 120 26.7
21 0.810029 661.812 7.25543 Residual 120 26.7
22 0.810029 676.494 8.57412 Residual 120 26.7
23 0.810029 689.39 9.8974 Residual 120 26.7
24 0.810029 700.48 11.226 Residual 120 26.7
25 0.810029 709.74 12.5608 Residual 120 26.7
26 0.810029 717.144 13.9026 Residual 120 26.7
27 0.810029 722.66 15.2522 Residual 120 26.7
28 0.810029 726.253 16.6105 Residual 120 26.7
29 0.810029 727.883 17.9785 Residual 120 26.7
30 0.810029 727.507 19.3572 Residual 120 26.7
31 0.810029 725.074 20.7477 Residual 120 26.7
32 0.810029 720.53 22.151 Residual 120 26.7
33 0.81719 720.082 23.5749 Structural 120 26.7
Fill
34 0.81719 710.941 25.0207 Structural 120 26.7
Fill
35 0.81719 699.416 26.4837 Structural 120 26.7
Fill
36 0.81719 685.418 27.9657 Structural 120 26.7
Fill
37 0.81719 668.846 29.4682 Structural 120 26.7
Fill
38 0.81719 649.585 30.9935 Structural 120 26.7
Fill
39 0.81719 627.508 32.5435 Structural 120 26.7
Fill
40 0.81719 602.468 34.1208 Structural 120 26.7
Fill
41 0.81719 574.301 35.7281 Structural 120 26.7
Fill
42 0.81719 542.815 37.3686 Structural 120 26.7
Fill
43 0.81719 507.793 39.0458 Structural 120 26.7
Fill
44 0.81719 468.98 40.7639 Structural 120 26.7
Fill
45 0.81719 426.078 42.5277 Structural 120 26.7
Fill
46 0.81719 378.735 44.3428 Structural 120 26.7
Fill
47 0.81719 320.563 46.2161 Structural 120 26.7
Fill
48 0.81719 237.732 48.1558 Structural 120 26.7
Fill
49 0.81719 147.433 50.172 Structural 120 26.7
Fill
50 0.81719 50.3484 52.2774 Structural 120 26.7
Fill
Shear Shear Base pore Effective Base Effective
Stress Strength Normal pressure Normal Vertical Vertical
[psq [psfl Stress [psfl Stress Stress Stress
[psf] [psf] [psf] [psf]
52.2306 139.029 37.8358 0 37.8358 19.6002 19.6002
60.6598 161.467 82.4472 0 82.4472 62.8919 62.8919
73.9364 196.807 152.714 0 152.714 130.811 130.811
86.3602 229.877 218.466 0 218.466 195.094 195.094
98.391 261.901 282.139 0 282.139 257.982 257.982
109.967 292.714 343.405 0 343.405 319.12 319.12
121.029 322.161 401.951 0 401.951 378.165 378.165
131.523 350.093 457.489 0 457.489 434.793 434.793
141.398 376.379 509.752 0 509.752 488.701 488.701
150.611 400.903 558.514 0 558.514 539.622 539.622
159.127 423.571 603.584 0 603.584 587.322 587.322
166.918 444.308 644.815 0 644.815 631.609 631.609
173.963 463.063 682.104 0 682.104 672.334 672.334
180.254 479.806 715.395 0 715.395 709.393 709.393
185.785 494.53 744.671 0 744.671 742.723 742.723
190.564 507.25 769.961 0 769.961 772.308 772.308
194.601 517.998 791.331 0 791.331 798.168 798.168
197.918 526.827 808.885 0 808.885 820.365 820.365
200.539 533.803 822.757 0 822.757 838.994 838.994
202.495 539.008 833.105 0 833.105 854.176 854.176
203.818 542.531 840.109 0 840.109 866.058 866.058
204.547 544.472 843.967 0 843.967 874.808 874.808
204.72 544.932 844.883 0 844.883 880.602 880.602
204.376 544.017 843.063 0 843.063 883.628 883.628
203.555 541.831 838.719 0 838.719 884.073 884.073
202.295 538.476 832.047 0 832.047 882.119 882.119
200.63 534.046 823.239 0 823.239 877.945 877.945
198.596 528.63 812.47 0 812.47 871.714 871.714
196.22 522.307 799.899 0 799.899 863.573 863.573
193.53 515.145 785.659 0 785.659 853.649 853.649
190.545 507.201 769.865 0 769.865 842.047 842.047
187.284 498.52 752.603 0 752.603 828.846 828.846
183.74 489.086 733.846 0 733.846 814.024 814.024
179.918 478.914 713.62 0 713.62 797.597 797.597
175.834 468.043 692.005 0 692.005 779.61 779.61
171.484 456.462 668.979 0 668.979 760.027 760.027
166.856 444.144 644.488 0 644.488 738.769 738.769
161.935 431.046 618.446 0 618.446 715.721 715.721
156.699 417.107 590.732 0 590.732 690.727 690.727
151.117 402.25 561.191 0 561.191 663.585 663.585
145.153 386.373 529.624 0 529.624 634.034 634.034
138.759 369.354 495.785 0 495.785 601.753 601.753
131.879 351.041 459.374 0 459.374 566.342 566.342
124.444 331.25 420.023 0 420.023 527.303 527.303
116.368 309.753 377.283 0 377.283 484.018 484.018
107.548 286.276 330.603 0 330.603 435.712 435.712
96.75 257.533 273.454 0 273.454 374.401 374.401
81.3319 216.493 191.854 0 191.854 282.677 282.677
64.328 171.231 101.861 0 101.861 178.993 178.993
45.7244 121.711 3.40188 0 3.40188 62.514 62.514
12/16

Anson County Landfill
Friday, March 10, 2023
Interslice Data
Global Minimum Query (gIle/ morgenstern-price) - Safety Factor: 2.66184
Y coordinate -Bottom
Interslice Normal Force
Interslice Shear Force
Interslice Force Angle
Slice Number X coordinate [ft]
[ft]
[lbs]
[lbs]
[deg]
23.5947
283.762
0
0
0
24.4047
283.48
52.9669
1.05432
1.14034
25.2148
283.218
123.584
4.91029
2.2753
26.0248
282.978
220.061
13.0724
3.39958
26.8348
282.759
337.838
26.6358
4.50798
27.6449
282.56
473.57
46.3962
5.59548
28.4549
282.381
623.989
72.8295
6.65721
29.2649
282.222
785.92
106.102
7.68865
30.075
282.082
956.301
146.086
8.68544
30.885
281.962
1132.2
192.383
9.64357
31.695
281.86
1310.83
244.354
10.5594
32.505
281.777
1489.56
301.15
11.4296
33.3151
281.713
1665.96
361.75
12.2511
34.1251
281.668
1837.77
425.001
13.0213
34.9351
281.641
2002.93
489.655
13.7376
35.7452
281.632
2159.59
554.413
14.3981
36.5552
281.642
2306.12
617.961
15.0009
37.3652
281.671
2441.08
679.01
15.5444
38.1752
281.718
2563.24
736.322
16.0274
38.9853
281.783
2671.56
788.749
16.4487
39.7953
281.868
2765.2
835.251
16.8074
40.6053
281.971
2843.5
874.922
17.1027
41.4154
282.093
2905.95
907.004
17.3342
42.2254
282.234
2952.21
930.899
17.5012
43.0354
282.395
2982.05
946.176
17.6037
43.8454
282.576
2995.4
952.576
17.6413
44.6555
282.776
2992.28
950.014
17.614
45.4655
282.997
2972.8
938.571
17.5219
46.2755
283.239
2937.19
918.492
17.365
47.0856
283.501
2885.71
890.178
17.1438
47.8956
283.786
2818.74
854.176
16.8586
48.7056
284.093
2736.7
811.165
16.51
49.5157
284.423
2640.08
761.948
16.0986
50.3328
284.779
2528.4
706.935
15.6209
51.15
285.161
2403.09
647.566
15.0814
51.9672
285.568
2264.89
584.956
14.4814
52.7844
286.002
2114.63
520.281
13.8224
53.6016
286.463
1953.26
454.767
13.1064
54.4188
286.954
1781.87
389.662
12.3353
55.236
287.476
1601.74
326.219
11.5117
56.0532
288.03
1414.37
265.671
10.6383
56.8704
288.617
1221.55
209.2
9.71807
57.6876
289.241
1025.42
157.91
8.75452
58.5047
289.904
828.601
112.788
7.75138
59.3219
290.609
634.297
74.6556
6.71273
60.1391
291.358
446.508
44.1188
5.643
60.9563
292.157
270.271
21.4931
4.54684
61.7735
293.01
116.099
6.95694
3.4292
62.5907
293.922
7.41894
0.297364
2.29529
63.4079
294.902
-39.8732
-0.80069
1.1504
64.2251
295.958
0
0
0
13/16

Anson County Landfill
Friday, March 10, 2023
Discharge Sections
Entity Information
External Boundary
14/16

Anson County Landfill
Friday, March 10, 2023
X
Y
0
282.776
0
250
146.865
250
146.865
289.254
144.889
289.171
143.21
289.035
135.564
288.733
132.987
288.55
126.534
288.335
119.729
288.045
119.315
288.039
117.772
288.004
117.209
288
115.66
287.89
110.652
287.387
102.134
286.528
99.1048
286.209
97.188
286.027
91.2627
288
91.2435
288.006
86.9826
289.425
85.2633
289.997
79.2831
291.988
79.2485
292
73.3029
293.98
73.2415
294
67.1453
295.999
64.2309
295.958
61.2274
296
55.3707
294.05
49.4048
292.064
49.2133
292
43.2062
290
37.1991
288
29.9462
285.585
25.185
284
24.878
283.817
12.2474
283.277
8.72451
283.156
5.95349
283.014
1.64884
282.829
15/16

Anson County Landfill
Friday, March 10, 2023
X
Y
24.878
283.817
27.3311
283.922
30.7836
283.922
31.1518
283.927
38.9976
284
43.8761
284.21
46.3293
284.293
87.5937
285.967
90.6039
285.978
96.9009
286
97.188
286.027
16/16

SEISMIC STABILITY ANALYSIS
CROSS SECTION A
BLOCK FAILURE

1
t 0.21
Checked By:
TDM 10/29/2018
0 250 500 750 1000 1250 1500 1750 2000 2250 2500 2750
Project
Anson County Landfill - Phase 5 Expansion
Ana/ysisDe-option Cross -Section A: Sliding Block - Seismic
Drawn By ZLM sate 1:3500 Company Civil & Environmental Consultants, Inc.
SLIDEINTERPRET 8.016
Date 10/10/2018, 9:48:14 AM Fite Name Cross -Section A- Sliding Block (seismic).slim

91MNT RPRU 8.016
a1� : Page 1 of 8
Project Summary
Slide Modeler Version: 8.016
Compute Time: 00h:00m:01.335s
General Settings
Units of Measurement:
Imperial Units
Time Units:
days
Permeability Units:
feet/second
Data Output:
Standard
Failure Direction:
Right to Left
Analysis Options
Slices Type:
Slide Analysis Information
Vertical
Analysis Methods Used
GLE/Morgenstern-Price with interslice force function (Half Sine)
Number of slices:
50
Tolerance:
0.005
Maximum number of iterations:
75
Check malpha < 0.2:
Yes
Create Interslice boundaries at intersections
Yes
with water tables and piezos:
Initial trial value of FS:
1
Steffensen Iteration:
Yes
Groundwater Analysis
Groundwater Method:
Water Surfaces
Pore Fluid Unit Weight [lbs/ft3]:
62.4
Use negative pore pressure cutoff:
Yes
Maximum negative pore pressure [psf]:
0
Advanced Groundwater Method:
None
Random Numbers
Pseudo -random Seed: 10116
Random Number Generation Method: Park and Miller v.3
Surface Options
Cross -Section A- Sliding Block (seismic).slim

91MNT RPRU 8.016
a1�
:Page 2 of 8
�
'eien
Surface Type:
Non -Circular Block Search
Number of Surfaces:
5000
Multiple Groups:
Disabled
Pseudo -Random Surfaces:
Enabled
Convex Surfaces Only:
Disabled
Left Projection Angle (Start Angle) [°]:
130
Left Projection Angle (End Angle) [°]:
200
Right Projection Angle (Start Angle) [°]:
50
Right Projection Angle (End Angle) [°]:
-20
Minimum Elevation:
Not Defined
Minimum Depth:
Not Defined
Minimum Area:
Not Defined
Minimum Weight:
Not Defined
Seismic Loading
Advanced seismic analysis: No
Staged pseudostatic analysis: No
Seismic Load Coefficient (Horizontal): 0.21
Materials
Protective
Base Liner Geosynthetics
Compacted Clay
Base Liner Geosynthetics
Property
Waste
Subgrade
Bedrock
Cover
(Floor)
Liner
(Sideslope)
Color
0
0
0
0
0
0
F
Mohr-
Mohr-
Shear Normal function
Mohr -Coulomb
Mohr -Coulomb
Mohr -Coulomb
Shear Normal function
Strength Type
Coulomb
Coulomb
Unit Weight [lbs/
60
120
60
115.4
115.4
135
60
ft3]
Cohesion [psf]
300
0
120
120
9000
Friction Angle [°]
30
34
26.7
26.7
45
Water Surface
None
None
None
None
Piezometric
Piezometric
None
Line 1
Line 1
Hu Value
1
1
Ru Value
0
0
0
0
0
Shear Normal Functions
Name: Base Liner CGI - Sideslope
Normal (psf)
Shear (psf)
0
0
500
115
1000
231
2000
461
5000
776
10000
1302
16000
1302
Name: Base Liner CGI - Floor
Normal (psf)
Shear (psf)
0
0
500
244
1000
488
2000
859
5000
1833
10000
3458
16000
3458
Global Minimums
Cross -Section A- Sliding Block (seismic).slim

SLIDE INTERPRET 1.111
Page 3 of 8
Method: gle/morgenstern-price
FS
1.010170
Axis Location:
738.854, 1778.022
Left Slip Surface Endpoint:
317.010, 288.279
Right Slip Surface Endpoint:
1677.542, 546.702
Resisting Moment:
5.76031e+09 lb-ft
Driving Moment:
5.70231e+09 lb-ft
Resisting Horizontal Force:
3.61007e+06 lb
Driving Horizontal Force:
3.57371e+06 lb
Total Slice Area:
184553 ft2
Surface Horizontal Width:
1360.53 ft
Surface Average Height:
135.648 ft
Global Minimum Coordinates
Method: gle/morgenstern-price
X y
317.01 288.279
319.287 286.643
344 276.05
1369 306.05
1391 312.05
1395 312.05
1397.81 312.05
1677.54 546.702
Slice Data
Global Minimum Query (gle/morgenstern-price) - Safety Factor: 1.01017
Angle
Base
Base
Effective
Base
Effective
Base
Shear
Shear
Pore
Slice
Width
Weight
of Slice
Base
Friction
Normal
Normal
Vertical
Vertical
Cohesion
Stress
Strength
Pressure
Number
[ft]
[lbs]
Base
Material
Angle
Stress
Stress
Stress
Stress
[Psf]
[Psf]
[psf]
[psf]
[degrees]
[degrees]
[Psf]
[psf]
[psf]
[psf]
1
2.27618
307.067
-35.7065
Protective Cover
0
34
175.015
176.795
262.109
0
262.109
136.318
136.318
2
24.7134
19239.2
-23.2019
Base Liner
-1
13.0615
202.204
204.26
884.74
0
884.74
798.067
798.067
Geosynthetics
(Sideslope)
3
29.2857
44458.4
1.67647
Base Liner
117
20.3548
683.211
690.159
1544.9
0
1544.9
1564.9
1564.9
Geosynthetics (Floor)
4
29.2857
57167.9
1.67647
Base Liner
209.667
17.9869
854.432
863.122
2012.7
0
2012.7
2037.7
2037.7
Geosynthetics (Floor)
5
29.2857
69877.3
1.67647
Base Liner
209.667
17.9869
1006.55
1016.79
2486
0
2486
2515.46
2515.46
Geosynthetics (Floor)
6
29.2857
82586.8
1.67647
Base Liner
209.667
17.9869
1160.43
1172.23
2964.79
0
2964.79
2998.75
2998.75
Geosynthetics (Floor)
7
29.2857
95296.3
1.67647
Base Liner
209.667
17.9869
1315.94
1329.33
3448.64
0
3448.64
3487.15
3487.15
Geosynthetics (Floor)
8
29.2857
108006
1.67647
Base Liner
209.667
17.9869
1472.89
1487.87
3936.96
0
3936.96
3980.07
3980.07
Geosynthetics (Floor)
9
29.2857
120715
1.67647
Base Liner
209.667
17.9869
1631.05
1647.64
4429.07
0
4429.07
4476.81
4476.81
Geosynthetics (Floor)
10
29.2857
133425
1.67647
Base Liner
209.667
17.9869
1790.14
1808.35
4924.08
0
4924.08
4976.48
4976.48
Geosynthetics (Floor)
11
29.2857
146134
1.67647
Base Liner
208
18.0042
1950.02
1969.85
5421.07
0
5421.07
5478.15
5478.15
Geosynthetics (Floor)
12
29.2857
158844
1.67647
Base Liner
208
18.0042
2110.19
2131.65
5918.92
0
5918.92
5980.68
5980.68
Geosynthetics (Floor)
13
29.2857
171553
1.67647
Base Liner
208
18.0042
2270.25
2293.34
6416.46
0
6416.46
6482.9
6482.9
Geosynthetics (Floor)
Cross -Section A- Sliding Block (seismic).slim

91MNT RPRU 8.111
*1�
:
Page 4 of 8
14
29.2857
184263
1.67647
Base Liner
208
18.0042
2429.78
2454.49
6912.29
0
6912.29
6983.4
6983.4
Geosynthetics (Floor)
15
29.2857
196972
1.67647
Base Liner
208
18.0042
2588.34
2614.66
7405.12
0
7405.12
7480.87
7480.87
Geosynthetics (Floor)
16
29.2857
209682
1.67647
Base Liner
208
18.0042
2745.47
2773.39
7893.51
0
7893.51
7973.86
7973.86
Geosynthetics (Floor)
17
29.2857
222391
1.67647
Base Liner
208
18.0042
2900.72
2930.22
8376.06
0
8376.06
8460.96
8460.96
Geosynthetics (Floor)
18
29.2857
235101
1.67647
Base Liner
208
18.0042
3053.62
3084.68
8851.31
0
8851.31
8940.69
8940.69
Geosynthetics (Floor)
19
29.2857
247810
1.67647
Base Liner
208
18.0042
3203.74
3236.32
9317.89
0
9317.89
9411.66
9411.66
Geosynthetics (Floor)
20
29.2857
260519
1.67647
Base Liner
208
18.0042
3350.63
3384.71
9774.51
0
9774.51
9872.57
9872.57
Geosynthetics (Floor)
21
29.2857
273229
1.67647
Base Liner
3458
0
3423.19
3458
10196.1
0
10196.1
10296.3
10296.3
Geosynthetics (Floor)
22
29.2857
285938
1.67647
Base Liner
3458
0
3423.19
3458
10535.3
0
10535.3
10635.5
10635.5
Geosynthetics (Floor)
23
29.2857
298648
1.67647
Base Liner
3458
0
3423.19
3458
10861.6
0
10861.6
10961.8
10961.8
Geosynthetics (Floor)
24
29.2857
311357
1.67647
Base Liner
3458
0
3423.19
3458
11178.5
0
11178.5
11278.7
11278.7
Geosynthetics (Floor)
25
29.2857
324067
1.67647
Base Liner
3458
0
3423.19
3458
11486.3
0
11486.3
11586.5
11586.5
Geosynthetics (Floor)
26
29.2857
336776
1.67647
Base Liner
3458
0
3423.19
3458
11787.3
0
11787.3
11887.4
11887.4
Geosynthetics (Floor)
27
29.2857
349486
1.67647
Base Liner
3458
0
3423.19
3458
12083.5
0
12083.5
12183.7
12183.7
Geosynthetics (Floor)
28
29.2857
362195
1.67647
Base Liner
3458
0
3423.19
3458
12377.2
0
12377.2
12477.4
12477.4
Geosynthetics (Floor)
29
29.2857
373798
1.67647
Base Liner
3458
0
3423.19
3458
12638.6
0
12638.6
12738.8
12738.8
Geosynthetics (Floor)
30
29.2857
381439
1.67647
Base Liner
3458
0
3423.19
3458
12786.8
0
12786.8
12887
12887
Geosynthetics (Floor)
31
29.2857
388726
1.67647
Base Liner
3458
0
3423.19
3458
12926.4
0
12926.4
13026.6
13026.6
Geosynthetics (Floor)
32
29.2857
396014
1.67647
Base Liner
3458
0
3423.19
3458
13068.8
0
13068.8
13169
13169
Geosynthetics (Floor)
33
29.2857
403301
1.67647
Base Liner
3458
0
3423.19
3458
13215.3
0
13215.3
13315.5
13315.5
Geosynthetics (Floor)
34
29.2857
410368
1.67647
Base Liner
3458
0
3423.19
3458
13360.7
0
13360.7
13460.9
13460.9
Geosynthetics (Floor)
35
29.2857
412350
1.67647
Base Liner
3458
0
3423.19
3458
13360.5
0
13360.5
13460.6
13460.6
Geosynthetics (Floor)
36
29.2857
412208
1.67647
Base Liner
3458
0
3423.19
3458
13299.8
0
13299.8
13400
13400
Geosynthetics (Floor)
37
29.2857
412067
1.67647
Base Liner
3458
0
3423.19
3458
13241.5
0
13241.5
13341.7
13341.7
Geosynthetics (Floor)
38
22
305925
15.2551
Base Liner
3458
0
3423.19
3458
11100.7
0
11100.7
12034.3
12034.3
Geosynthetics (Floor)
39
3.9994
54977.1
0
Base Liner
3458
0
3423.19
3458
13215.1
0
13215.1
13215.1
13215.1
Geosynthetics (Floor)
40
2.80648
38594
0
Base Liner
3458
0
3423.19
3458
13210.8
0
13210.8
13210.8
13210.8
Geosynthetics (Floor)
41
2.44387
33324.4
39.991
Protective Cover
0
34
4772.37
4820.9
7147.28
0
7147.28
11150.5
11150.5
42
30.8102
393263
39.991
Waste
300
30
4216.5
4259.38
6857.86
0
6857.86
10394.8
10394.8
43
30.8102
346997
39.991
Waste
300
30
3824.99
3863.89
6172.83
0
6172.83
9381.36
9381.36
44
30.8102
300731
39.991
Waste
300
30
3418.92
3453.69
5462.34
0
5462.34
8330.24
8330.24
45
30.8102
254465
39.991
Waste
300
30
2994.74
3025.2
4720.2
0
4720.2
7232.29
7232.29
46
30.8102
208198
39.991
Waste
300
30
2549.12
2575.04
3940.48
0
3940.48
6078.76
6078.76
47
30.8102
161932
39.991
Waste
300
30
2078.89
2100.03
3117.75
0
3117.75
4861.59
4861.59
48
30.8102
115666
39.991
Waste
300
30
1581.23
1597.31
2247
0
2247
3573.39
3573.39
49
30.8102
69399.4
39.991
Waste
300
30
1053.63
1064.35
1323.89
0
1323.89
2207.72
2207.72
50
30.8102
23133.1
39.991
Waste
300
30
494.058
499.083
344.822
0
344.822
759.255
759.255
Interstice Data
Cross -Section A- Sliding Block (seismic).slim

91MNT RRRU 8.016
a1� : Page 5 of 8
Global Minimum Query (gle/morgenstern-price) - Safety Factor: 1.01017
X
y
Interslice
Interslice
Interslice
Slice
coordinate
coordinate - Bottom
Normal Force
Shear Force
Force Angle
Number
[ft]
Jft]
[lbs]
Jibs]
[degrees]
1
317.01
288.279
0
0
0
2
319.287
286.643
763.264
2.80814
0.210797
3
344
276.05
11099.5
483.904
2.49634
4
373.286
276.907
20476.2
1857.31
5.18288
5
402.571
277.764
31804.5
4369.94
7.82346
6
431.857
278.621
44519.5
8167.81
10.3962
7
461.143
279.479
58668.1
13417
12.8816
8
490.429
280.336
74293.7
20272.9
15.263
9
519.714
281.193
91434.7
28876
17.5266
10
549
282.05
110123
39347.2
19.6619
11
578.286
282.907
130385
51783.5
21.6609
12
607.571
283.764
152240
66255
23.5187
13
636.857
284.621
175697
82798
25.2324
14
666.143
285.479
200753
101411
26.8008
15
695.429
286.336
227393
122052
28.2244
16
724.714
287.193
255593
144634
29.5045
17
754
288.05
285313
169027
30.6436
18
783.286
288.907
316503
195051
31.6442
19
812.571
289.764
349101
222480
32.5091
20
841.857
290.621
383033
251042
33.2411
21
871.143
291.479
418213
280420
33.8426
22
900.429
292.336
452491
308856
34.3162
23
929.714
293.193
483808
334553
34.6638
24
959
294.05
512177
357125
34.8869
25
988.286
294.907
537605
376243
34.9863
26
1017.57
295.764
560101
391640
34.9624
27
1046.86
296.621
579670
403112
34.8154
28
1076.14
297.479
596315
410518
34.5445
29
1105.43
298.336
610040
413781
34.1485
30
1134.71
299.193
621104
413062
33.6257
31
1164
300.05
630437
409005
32.9741
32
1193.29
300.907
638120
401708
32.1912
33
1222.57
301.764
644150
391253
31.2743
34
1251.86
302.621
648524
377762
30.2206
35
1281.14
303.479
651290
361421
29.0273
36
1310.43
304.336
653640
343051
27.6919
37
1339.71
305.193
656071
323005
26.2125
38
1369
306.05
658582
301356
24.588
39
1391
312.05
603152
259412
23.2722
40
1395
312.05
605317
257245
23.0243
41
1397.81
312.05
606833
255697
22.8488
42
1400.25
314.1
596863
249609
22.6948
43
1431.06
339.945
467138
176224
20.6686
44
1461.87
365.789
352753
117951
18.4885
45
1492.68
391.634
253916
73587.8
16.1622
46
1523.49
417.479
170889
41660.1
13.7006
47
1554.3
443.323
103979
20434.4
11.1183
48
1585.11
469.168
53539.4
7938.28
8.43379
49
1615.92
495.012
19964.8
1981.81
5.66891
50
1646.73
520.857
3684.87
183.354
2.84861
51
1677.54
546.702
0
0
0
Entity Information
Piezoline
F-1
Cross -Section A- Sliding Block (seismic).slim

91MNT RRRU 8.016
Page 6 of 8
x Y
0 270
524 270
775 280
945 280
1054 285
1194 287
1391 283
1643 284
2260 284
Block Search Polyline
X Y
316.074 288.02
344 276.05
1369 306.05
1391 312.05
1395 312.05
1401 312.05
1407.98 310.057
1408 310.05
1528 306.05
1639 311.05
1721 308.05
1757 308.05
1783 310.05
1789 312.05
1797 312.05
1804 310.05
1951 314.05
2260 320.05
External Boundary
x Y
2260 150
2260 280
2260 288
2260 318
2260 320
2260 320.05
2260 320.1
2260 322.1
2260 560
2179 560
1274 536
1116 509
318.979 288.823
316.142 288.039
316 288
3.091 288
0 288
0 250
0 150
Material Boundary
Cross -Section A- Sliding Block (seismic).slim

91MNT RRRU 8.016
a1� : Page 7 of 8
X Y
316 288
344 276
1369 306
1391 312
1395 312
1401 312
1408 310
1528 306
1639 311
1721 308
1757 308
1783 310
1789 312
1797 312
1804 310
1951 314
2260 320
Material Boundary
X Y
0 250
544 250
676 260
809 260
1016 280
1093 283
1392 276
1475 270
1660 270
1888 280
2260 280
Material Boundary
X Y
316 286
344 274
1369 304
1391 310
1395 310
1401 310
1408 308
1528 304
1639 309
1721 306
1757 306
1783 308
1789 310
1797 310
1804 308
1951 312
2260 318
Material Boundary
X Y
316 286
316 288
Material Boundary
Cross -Section A- Sliding Block (seismic).slim

91MNT RRRU 8.016
a1�
'Clien :Page 8 of 8
�
X Y
316.142 288.039
344 276.1
1369 306.1
1391 312.1
1395 312.1
1401 312.1
1408 310.1
1528 306.1
1639 311.1
1721 308.1
1757 308.1
1783 310.1
1789 312.1
1797 312.1
1804 310.1
1951 314.1
2260 320.1
Material Boundary
X Y
318.979 288.823
344 278.1
1369 308.1
1391 314.1
1395 314.1
1401 314.1
1408 312.1
1528 308.1
1639 313.1
1721 310.1
1757 310.1
1783 312.1
1789 314.1
1797 314.1
1804 312.1
1951 316.1
2260 322.1
Material Boundary
X Y
344 276
344 276.05
344 276.1
Cross -Section A- Sliding Block (seismic).slim

SEISMIC STABILITY ANALYSIS
CROSS SECTION B
BLOCK FAILURE

10
Strength Type
Cohesion
(psf)
Phi
(deg)
Shear Normal Function
Water Surface
Mohr -Coulomb
300
30
None
Mohr -Coulomb
0
34
None
hear Normal function
Base Liner CGI - Floor
None
Mohr -Coulomb
120
26.7
None
Mohr -Coulomb
120
26.7
Piezometric Line 1
Mohr -Coulomb
9000
4S
Piezometric Line 1
hear Normal function
Base Liner CGI - Sideslope
None
Checked By:
TDM 10/29/2018
t 0.21
0 250 500 750 1000 1250 1500 1750 2000 2250 2500 2750
Project
Anson County Landfill - Phase 5 Expansion
Ana/ysisDe-option Cross -Section B: Sliding Block - Seismic
Drawn By ZLM sate 1:3500 Company Civil & Environmental Consultants, Inc.
SLIDEINTERPRET 8.016
Date 10/10/2018, 11:23:09 AM Fite Name Cross -Section B- Sliding Block (seismic).slim

91MNT RPRU 8.016
a1� Page 1 of 7
Project Summary
Slide Modeler Version: 8.016
Compute Time: 00h:00m:01.148s
General Settings
Units of Measurement: Imperial Units
Time Units:
days
Permeability Units:
feet/second
Data Output:
Standard
Failure Direction:
Right to Left
Analysis Options
Slices Type:
Slide Analysis Information
Vertical
Analysis Methods Used
GLE/Morgenstern-Price with interslice force function (Half Sine)
Number of slices:
50
Tolerance:
0.005
Maximum number of iterations:
75
Check malpha < 0.2:
Yes
Create Interslice boundaries at intersections
Yes
with water tables and piezos:
Initial trial value of FS:
1
Steffensen Iteration:
Yes
Groundwater Analysis
Groundwater Method:
Water Surfaces
Pore Fluid Unit Weight [lbs/ft3]:
62.4
Use negative pore pressure cutoff:
Yes
Maximum negative pore pressure [psf]:
0
Advanced Groundwater Method:
None
Random Numbers
Pseudo -random Seed: 10116
Random Number Generation Method: Park and Miller v.3
Surface Options
Cross -Section B- Sliding Block (seismic).slim

SLIDE INTERPRET 1.111
Page 2 of 7
Surface Type:
Non -Circular Block Search
Number of Surfaces:
5000
Multiple Groups:
Disabled
Pseudo -Random Surfaces:
Enabled
Convex Surfaces Only:
Disabled
Left Projection Angle (Start Angle) [°]:
130
Left Projection Angle (End Angle) [°]:
200
Right Projection Angle (Start Angle) [°]:
50
Right Projection Angle (End Angle) [°]:
-20
Minimum Elevation:
Not Defined
Minimum Depth:
Not Defined
Minimum Area:
Not Defined
Minimum Weight:
Not Defined
Seismic Loading
Advanced seismic analysis: No
Staged pseudostatic analysis: No
Seismic Load Coefficient (Horizontal): 0.21
Materials
Protective
Base Liner Geosynthetics
Compacted Clay
Base Liner Geosynthetics
Property
Waste
Subgrade
Bedrock
Cover
(Floor)
Liner
(Sideslope)
Color
F
E
N
C
0
■
F
Mohr-
Mohr-
Shear Normal function
Mohr -Coulomb
Mohr-
Mohr-
Shear Normal function
Strength Type
Coulomb
Coulomb
Coulomb
Coulomb
Unit Weight
60
120
60
115.4
115.4
135
60
[lbs/ft3]
Cohesion [psf]
300
0
120
120
9000
Friction Angle [°]
30
34
26.7
26.7
45
Water Surface
None
None
None
None
Piezometric
Piezometric
None
Line 1
Line 1
Hu Value
1
1
Ru Value
0
0
0
0
0
Shear Normal Functions
Name: Base Liner CGI - Sideslope
Normal (psf)
Shear (psf)
0
0
500
115
1000
231
2000
461
5000
776
10000
1302
16000
1302
Name: Base Liner CGI - Floor
Normal (psf)
Shear (psf)
0
0
500
244
1000
488
2000
859
5000
1833
10000
3458
16000
3458
Global Minimums
Cross -Section B- Sliding Block (seismic).slim

SLIDE INTERPRET 1.111
Page 3 of 7
Method: gle/morgenstern-price
FS
1.003220
Axis Location:
613.496, 1832.319
Left Slip Surface Endpoint:
172.336, 300.000
Right Slip Surface Endpoint:
1574.655, 560.000
Resisting Moment:
6.29921e+09 lb-ft
Driving Moment:
6.27898e+09lb-ft
Resisting Horizontal Force:
3.82766e+06lb
Driving Horizontal Force:
3.81537e+06lb
Total Slice Area:
206864 ft2
Surface Horizontal Width:
1402.32 ft
Surface Average Height:
147.515 ft
Global Minimum Coordinates
Method: gle/morgenstern-price
X y
172.336 300
183.656 297.474
208 288.05
400 287.05
551.233 292.192
900 304.05
1339.13 312.96
1574.65 560
Slice Data
Global Minimum Query (gle/morgenstern-price) - Safety Factor: 1.00322
Angle
Base
Base
Effective
Base
Effective
Base
Shear
Shear
Pore
Slice
Width
Weight
of Slice
Base
Friction
Normal
Normal
Vertical
Vertical
Cohesion
Stress
Strength
Pressure
Number
[ft]
[lbs]
Base
Material
Angle
Stress
Stress
Stress
Stress
[Psfi
[psf]
[psf]
[Psi
[degrees]
[degrees]
[psf]
[psf]
[psf]
[psf]
1
4.66395
280.101
-12.5804
Subgrade
120
26.7
169.332
169.878
99.1706
0
99.1706
61.3811
61.3811
2
6.34933
1749.12
-12.5804
Compacted Clay Liner
120
26.7
293.999
294.946
347.841
0
347.841
282.23
282.23
3
0.306425
115.82
-12.5804
Base Liner
0
12.9527
92.8441
93.1431
404.971
0
404.971
384.251
384.251
Geosynthetics
(Sideslope)
4
24.3442
21138.2
-21.1617
Base Liner
-1
13.0615
226.621
227.351
984.275
0
984.275
896.548
896.548
Geosynthetics
(Sideslope)
5
32
52028.4
-
Base Liner
117
20.3548
742.933
745.325
1693.6
0
1693.6
1689.73
1689.73
0.298413
Geosynthetics (Floor)
6
32
69427.1
-
Base Liner
209.667
17.9869
951.245
954.308
2293.56
0
2293.56
2288.6
2288.6
0.298413
Geosynthetics (Floor)
7
32
86825.8
-
Base Liner
209.667
17.9869
1148.85
1152.55
2904.15
0
2904.15
2898.17
2898.17
0.298413
Geosynthetics (Floor)
8
32
104225
-
Base Liner
209.667
17.9869
1350.05
1354.4
3525.86
0
3525.86
3518.83
3518.83
0.298413
Geosynthetics (Floor)
9
32
121623
-
Base Liner
209.667
17.9869
1554.59
1559.6
4157.91
0
4157.91
4149.82
4149.82
0.298413
Geosynthetics (Floor)
10
32
139022
-
Base Liner
209.667
17.9869
1762.15
1767.83
4799.28
0
4799.28
4790.1
4790.1
0.298413
Geosynthetics (Floor)
11
30.2467
146324
1.94731
Base Liner
208
18.0042
1898.71
1904.82
5221
0
5221
5285.55
5285.55
Geosynthetics (Floor)
12
30.2467
159716
1.94731
Base Liner
208
18.0042
2062.25
2068.89
5725.82
0
5725.82
5795.93
5795.93
Geosynthetics (Floor)
13
30.2467
173108
1.94731
Base Liner
208
18.0042
2226.04
2233.21
6231.43
0
6231.43
6307.12
6307.12
Geosynthetics (Floor)
14
30.2467
186500
1.94731
Base Liner
208
18.0042
2389.71
2397.4
6736.62
0
6736.62
6817.87
6817.87
Geosynthetics (Floor)
Cross -Section B- Sliding Block (seismic).slim

91MNT RPRUI.016
*
:
Page 4 of 7
15
30.2467
199892
1.94731
Base Liner
208
18.0042
2552.81
2561.03
7240.12
0
7240.12
7326.91
7326.91
Geosynthetics (Floor)
16
29.0639
204692
1.94731
Base Liner
208
18.0042
2711.78
2720.51
7730.8
0
7730.8
7823
7823
Geosynthetics (Floor)
17
29.0639
217058
1.94731
Base Liner
208
18.0042
2866.24
2875.47
8207.61
0
8207.61
8305.07
8305.07
Geosynthetics (Floor)
18
29.0639
229423
1.94731
Base Liner
208
18.0042
3018.98
3028.7
8679.06
0
8679.06
8781.71
8781.71
Geosynthetics (Floor)
19
29.0639
241788
1.94731
Base Liner
208
18.0042
3169.57
3179.78
9143.94
0
9143.94
9251.71
9251.71
Geosynthetics (Floor)
20
29.0639
254153
1.94731
Base Liner
208
18.0042
3317.63
3328.31
9600.98
0
9600.98
9713.78
9713.78
Geosynthetics (Floor)
21
29.0639
266518
1.94731
Base Liner
3458
0
3446.9
3458
10049.5
0
10049.5
10166.7
10166.7
Geosynthetics (Floor)
22
29.0639
278884
1.94731
Base Liner
3458
0
3446.9
3458
10406.6
0
10406.6
10523.8
10523.8
Geosynthetics (Floor)
23
29.0639
291249
1.94731
Base Liner
3458
0
3446.9
3458
10739.9
0
10739.9
10857.1
10857.1
Geosynthetics (Floor)
24
29.0639
303614
1.94731
Base Liner
3458
0
3446.9
3458
11062.8
0
11062.8
11180
11180
Geosynthetics (Floor)
25
29.0639
315979
1.94731
Base Liner
3458
0
3446.9
3458
11376
0
11376
11493.2
11493.2
Geosynthetics (Floor)
26
29.0639
328345
1.94731
Base Liner
3458
0
3446.9
3458
11680.8
0
11680.8
11798
11798
Geosynthetics (Floor)
27
29.0639
340710
1.94731
Base Liner
3458
0
3446.9
3458
11979.3
0
11979.3
12096.5
12096.5
Geosynthetics (Floor)
28
31.3668
381984
1.16236
Base Liner
3458
0
3446.9
3458
12458.8
0
12458.8
12528.7
12528.7
Geosynthetics (Floor)
29
31.3668
397196
1.16236
Base Liner
3458
0
3446.9
3458
12795.3
0
12795.3
12865.3
12865.3
Geosynthetics (Floor)
30
31.3668
412408
1.16236
Base Liner
3458
0
3446.9
3458
13130
0
13130
13200
13200
Geosynthetics (Floor)
31
31.3668
427620
1.16236
Base Liner
3458
0
3446.9
3458
13465.4
0
13465.4
13535.4
13535.4
Geosynthetics (Floor)
32
31.3668
436581
1.16236
Base Liner
3458
0
3446.9
3458
13633.9
0
13633.9
13703.8
13703.8
Geosynthetics (Floor)
33
31.3668
438857
1.16236
Base Liner
3458
0
3446.9
3458
13622.2
0
13622.2
13692.2
13692.2
Geosynthetics (Floor)
34
31.3668
441132
1.16236
Base Liner
3458
0
3446.9
3458
13611.5
0
13611.5
13681.5
13681.5
Geosynthetics (Floor)
35
31.3668
443407
1.16236
Base Liner
3458
0
3446.9
3458
13602.5
0
13602.5
13672.4
13672.4
Geosynthetics (Floor)
36
31.3668
445682
1.16236
Base Liner
3458
0
3446.9
3458
13595.8
0
13595.8
13665.7
13665.7
Geosynthetics (Floor)
37
31.3668
447956
1.16236
Base Liner
3458
0
3446.9
3458
13592.1
0
13592.1
13662.1
13662.1
Geosynthetics (Floor)
38
31.3668
450231
1.16236
Base Liner
3458
0
3446.9
3458
13592.1
0
13592.1
13662
13662
Geosynthetics (Floor)
39
31.3668
452506
1.16236
Base Liner
3458
0
3446.9
3458
13596.3
0
13596.3
13666.2
13666.2
Geosynthetics (Floor)
40
31.3668
454780
1.16236
Base Liner
3458
0
3446.9
3458
13605.2
0
13605.2
13675.2
13675.2
Geosynthetics (Floor)
41
31.3668
457055
1.16236
Base Liner
3458
0
3446.9
3458
13619.5
0
13619.5
13689.5
13689.5
Geosynthetics (Floor)
42
1.99296
28877.7
46.3675
Protective Cover
0
34
4572.09
4586.81
6800.21
0
6800.21
11595.9
11595.9
43
29.1909
394140
46.3675
Waste
300
30
4072.27
4085.38
6556.47
0
6556.47
10827.9
10827.9
44
29.1909
343520
46.3675
Waste
300
30
3669.89
3681.71
5857.29
0
5857.29
9706.69
9706.69
45
29.1909
292900
46.3675
Waste
300
30
3247.03
3257.49
5122.51
0
5122.51
8528.37
8528.37
46
29.1909
241273
46.3675
Waste
300
30
2788.2
2797.18
4325.23
0
4325.23
7249.81
7249.81
47
29.1909
187695
46.3675
Waste
300
30
2277.5
2284.83
3437.82
0
3437.82
5826.71
5826.71
48
29.1909
134068
46.3675
Waste
300
30
1731.22
1736.79
2488.59
0
2488.59
4304.48
4304.48
49
29.1909
80440.9
46.3675
Waste
300
30
1146.14
1149.83
1471.95
0
1471.95
2674.15
2674.15
50
29.1909
26813.6
46.3675
Waste
300
30
518.875
520.546
381.998
0
381.998
926.253
926.253
Interstice Data
Cross -Section B- Sliding Block (seismic).slim

91MNT RRRU 8.111
*1�
"�ie;� :Page 5 of 7
�
Global Minimum Query (gle/morgenstern-price) - Safety Factor:
1.00322
X
Y
Interslice
Interslice
Interslice
Slice
coordinate
coordinate - Bottom
Normal Force
Shear Force
Force Angle
Number
[ft]
[ft]
[Ibs]
[Ibs]
[degrees]
1
172.336
300
0
0
0
2
177
298.959
834.541
6.10373
0.419047
3
183.349
297.542
2827.71
48.8325
0.989358
4
183.656
297.474
2859.55
50.756
1.01687
5
208
288.05
13215.7
738.345
3.19772
6
240
287.883
26357.4
2786.1
6.03402
7
272
287.717
42614.5
6605.14
8.81059
8
304
287.55
61646.1
12544.6
11.5023
9
336
287.383
83568.9
20971.2
14.0872
10
368
287.217
108492
32233.8
16.5471
11
400
287.05
136514
46652.6
18.8675
12
430.247
288.078
157874
60358.9
20.923
13
460.493
289.107
180851
76165.4
22.8384
14
490.74
290.135
205453
94106.1
24.6098
15
520.987
291.164
231676
114177
26.2355
16
551.233
292.192
259505
136333
27.7155
17
580.297
293.18
287733
159503
29.0015
18
609.361
294.168
317385
184395
30.1558
19
638.425
295.156
348415
210846
31.1805
20
667.489
296.145
380769
238653
32.0781
21
696.553
297.133
414379
267573
32.8512
22
725.617
298.121
448708
297016
33.502
23
754.681
299.109
480088
324227
34.0331
24
783.744
300.097
508542
348808
34.4462
25
812.808
301.085
534080
370406
34.7429
26
841.872
302.074
556711
388720
34.9244
27
870.936
303.062
576445
403505
34.9916
28
900
304.05
593287
414569
34.9446
29
931.367
304.686
613312
425715
34.7655
30
962.734
305.323
629928
432167
34.4524
31
994.1
305.959
643136
433863
34.0038
32
1025.47
306.596
652937
430821
33.4176
33
1056.83
307.232
660748
424056
32.6916
34
1088.2
307.869
668089
414598
31.8226
35
1119.57
308.505
674959
402479
30.8077
36
1150.93
309.141
681357
387752
29.6437
37
1182.3
309.778
687282
370489
28.3275
38
1213.67
310.414
692731
350785
26.8567
39
1245.03
311.051
697703
328755
25.2296
40
1276.4
311.687
702194
304532
23.4457
41
1307.77
312.324
706202
278270
21.5063
42
1339.13
312.96
709723
250136
19.4146
43
1341.13
315.05
698559
244313
19.2767
44
1370.32
345.669
533970
165192
17.1903
45
1399.51
376.288
389668
104302
14.985
46
1428.7
406.907
266143
59836.7
12.6711
47
1457.89
437.525
164472
29774
10.261
48
1487.08
468.144
86308.9
11777
7.77012
49
1516.27
498.763
32517.2
2968.61
5.21627
50
1545.46
529.381
4028.5
184.282
2.61914
51
1574.65
560
0
0
0
Entity Information
Piezoline
1-1
Cross -Section B- Sliding Block (seismic).slim

91MNT RRRU 8.016
'eien : Page 6 of 7
�
X Y
0 274
134 274
273 280
547 280
796 280
806 281
1050 289
1244 281
1320 280
1590 280
Block Search Polyline
X Y
177.076 300.021
208 288.05
400 287.05
551.233 292.192
900 304.05
1590 318.05
External Boundary
X Y
0 150
1590 150
1590 280
1590 280.865
1590 281
1590 316
1590 318
1590 318.05
1590 318.1
1590 320.1
1590 560
1434 560
1026 536
180.158 300.878
177.15 300.042
177 300
0 300
0 271
0 270
Material Boundary
X
Y
177
300
208
288
400
287
551.233
292.142
900
304
1590
318
Material Boundary
Cross -Section B- Sliding Block (seismic).slim

91MNT RRRU 8.016
a1�
'Clien :Page 7 of 7
�
X Y
0 270
123 270
604 270
806 281
1050 289
1244 281
1320 280
1590 280
Material Boundary
X
Y
177
298
208
286
400
285
551.233
290.142
900
302
1590
316
Material Boundary
X
Y
177.15
300.042
208
288.1
400
287.1
551.233
292.242
900
304.1
1590
318.1
Material Boundary
X Y
180.158 300.878
208 290.1
400 289.1
551.233 294.242
900 306.1
1590 320.1
Material Boundary
X Y
208 288
208 288.05
208 288.1
Material Boundary
X Y
177 298
177 300
Cross -Section B- Sliding Block (seismic).slim

SEISMIC STABILITY ANALYSIS
CROSS SECTION C
BLOCK FAILURE

200 400 600 800 1000
Anson County Landfill - Phase 5 Expansion
IAna/ysisDe-option Cross -Section C: Sliding Block - Seismic
t 0.21
Ater Surface
None
None
None
None
metric Line 1
metric Line 1
None
Checked By:
TDM 10/29/2018
1200
Drawn By ZLM sate 1:1581 Company Civil & Environmental Consultants, Inc.
Date 10/10/2018, 11:34:21 AM Fite Name Cross -Section C- Sliding Block (seismic).slim

91MNT RPRU 8.016
a1� : Page 1 of 8
Project Summary
Slide Modeler Version: 8.016
Compute Time: 00h:00m:01.316s
General Settings
Units of Measurement: Imperial Units
Time Units:
days
Permeability Units:
feet/second
Data Output:
Standard
Failure Direction:
Right to Left
Analysis Options
Slices Type:
Slide Analysis Information
Vertical
Analysis Methods Used
GLE/Morgenstern-Price with interslice force function (Half Sine)
Number of slices:
50
Tolerance:
0.005
Maximum number of iterations:
75
Check malpha < 0.2:
Yes
Create Interslice boundaries at intersections
Yes
with water tables and piezos:
Initial trial value of FS:
1
Steffensen Iteration:
Yes
Groundwater Analysis
Groundwater Method:
Water Surfaces
Pore Fluid Unit Weight [lbs/ft3]:
62.4
Use negative pore pressure cutoff:
Yes
Maximum negative pore pressure [psf]:
0
Advanced Groundwater Method:
None
Random Numbers
Pseudo -random Seed: 10116
Random Number Generation Method: Park and Miller v.3
Surface Options
Cross -Section C- Sliding Block (seismic).slim

SLIDE INTERPRET 1.111
Page 2 of 8
Surface Type:
Non -Circular Block Search
Number of Surfaces:
5000
Multiple Groups:
Disabled
Pseudo -Random Surfaces:
Enabled
Convex Surfaces Only:
Disabled
Left Projection Angle (Start Angle) [°]:
130
Left Projection Angle (End Angle) [°]:
200
Right Projection Angle (Start Angle) [°]:
50
Right Projection Angle (End Angle) [°]:
-20
Minimum Elevation:
Not Defined
Minimum Depth:
Not Defined
Minimum Area:
Not Defined
Minimum Weight:
Not Defined
Seismic Loading
Advanced seismic analysis: No
Staged pseudostatic analysis: No
Seismic Load Coefficient (Horizontal): 0.21
Materials
Protective
Base Liner Geosynthetics
Compacted Clay
Base Liner Geosynthetics
Property
Waste
Subgrade
Bedrock
Cover
(Floor)
Liner
(Sideslope)
Color
F
E
N
C
0
■
F
Mohr-
Mohr-
Shear Normal function
Mohr -Coulomb
Mohr-
Mohr-
Shear Normal function
Strength Type
Coulomb
Coulomb
Coulomb
Coulomb
Unit Weight
60
120
60
115.4
115.4
135
60
[lbs/ft3]
Cohesion [psf]
300
0
120
120
9000
Friction Angle [°]
30
34
26.7
26.7
45
Water Surface
None
None
None
None
Piezometric
Piezometric
None
Line 1
Line 1
Hu Value
1
1
Ru Value
0
0
0
0
0
Shear Normal Functions
Name: Base Liner CGI - Sideslope
Normal (psf)
Shear (psf)
0
0
500
115
1000
231
2000
461
5000
776
10000
1302
16000
1302
Name: Base Liner CGI - Floor
Normal (psf)
Shear (psf)
0
0
500
244
1000
488
2000
859
5000
1833
10000
3458
16000
3458
Global Minimums
Cross -Section C- Sliding Block (seismic).slim

91MNT RPRU 8.016
a1� : Page 3 of 8
Method: gle/morgenstern-price
FS
1.008330
Axis Location:
321.725, 885.445
Left Slip Surface Endpoint:
211.725, 298.779
Right Slip Surface Endpoint:
725.058, 445.445
Resisting Moment:
3.96442e+08 lb-ft
Driving Moment:
3.93165e+08lb-ft
Resisting Horizontal Force:
601708 Ib
Driving Horizontal Force:
596734 Ib
Total Slice Area:
27248.2 ft2
Surface Horizontal Width:
513.333 ft
Surface Average Height:
53.0809 ft
Global Minimum Coordinates
Method: gle/morgenstern-price
X y
211.725 298.779
219.736 293.658
231 289.05
488 292.05
533 306.05
547 302.05
556.473 300.471
725.058 445.445
Slice Data
Global Minimum Query (gle/morgenstern
Angle
Slice Width Weight of Slice
Number [ft] [lbs] Base
[degrees]
- Safety Factor: 1.00833
Base
Base Shear Shear Base Pore Effective Base Effective
Base Cohesion Stress Strength Pressure Friction Normal Normal Vertical Vertical
Material Angle Stress Stress Stress Stress
[psfl [degrees] [psfl [psfl [psfl [psfl [psfl [psfl [psfl
1 7.79344 2199.39-32.5867 Protective Cover 0 34 350.504 353.424 523.972 0 523.972 299.93 299.93
2 0.217289 121.361-32.5867 Base Liner -1 13.0615 157.967 159.283 690.876 0 690.876 589.904 589.904
Geosynthetics
(Sideslope)
3 11.2643 9004.09-22.249 Base Liner -1 13.0615 213.947 215.729 934.176
Geosynthetics
(Sideslope)
4 10.7083 12016.7 0.668792 Base Liner 117 20.3548 551.191 555.782 1182.7
Geosynthetics (Floor)
5 10.7083 13902.1 0.668792 Base Liner 117 20.3548 625.717 630.929 1385.26
Geosynthetics (Floor)
6 10.7083 15787.5 0.668792 Base Liner 117 20.3548 701.488 707.331 1591.18
Geosynthetics (Floor)
7 10.7083 17673 0.668792 Base Liner 117 20.3548 778.413 784.897 1800.26
Geosynthetics (Floor)
8 10.7083 19558.4 0.668792 Base Liner 209.667 17.9869 855.759 862.887 2011.97
Geosynthetics (Floor)
9 10.7083 21443.8 0.668792 Base Liner 209.667 17.9869 923.888 931.584 2223.57
Geosynthetics (Floor)
10 10.7083 23329.3 0.668792 Base Liner 209.667 17.9869 992.241 1000.51 2435.85
Geosynthetics (Floor)
11 10.7083 25214.7 0.668792 Base Liner 209.667 17.9869 1060.69 1069.52 2648.42
Geosynthetics (Floor)
12 10.7083 27100.1 0.668792 Base Liner 209.667 17.9869 1129.04 1138.45 2860.73
Geosynthetics (Floor)
13 10.7083 28985.5 0.668792 Base Liner 209.667 17.9869 1197.12 1207.1 3072.16
Geosynthetics (Floor)
14 10.7083 30871 0.668792 Base Liner 209.667 17.9869 1264.72 1275.26 3282.12
0 934.176 846.652 846.652
0 1182.7 1189.13 1189.13
0 1385.26 1392.56 1392.56
0 1591.18 1599.37 1599.37
0 1800.26 1809.35 1809.35
0 2011.97 2021.96 2021.96
0 2223.57 2234.35 2234.35
0 2435.85 2447.44 2447.44
0 2648.42 2660.8 2660.8
0 2860.73 2873.91 2873.91
0 3072.16 3086.14 3086.14
0 3282.12 3296.88 3296.88
Cross -Section C- Sliding Block (seismic).slim

91MNT RPRUI.016
*
:
Page 4 of 8
Geosynthetics (Floor)
15
10.7083
32756.4
0.668792
Base Liner
209.667
17.9869
1331.63
1342.73
3489.93
0
3489.93
3505.48
3505.48
Geosynthetics (Floor)
16
10.7083
34641.8
0.668792
Base Liner
209.667
17.9869
1397.64
1409.29
3694.94
0
3694.94
3711.25
3711.25
Geosynthetics (Floor)
17
10.7083
36527.3
0.668792
Base Liner
209.667
17.9869
1462.54
1474.73
3896.48
0
3896.48
3913.56
3913.56
Geosynthetics (Floor)
18
10.7083
38412.7
0.668792
Base Liner
209.667
17.9869
1526.11
1538.83
4093.92
0
4093.92
4111.73
4111.73
Geosynthetics (Floor)
19
10.7083
40298.1
0.668792
Base Liner
209.667
17.9869
1588.16
1601.39
4286.6
0
4286.6
4305.14
4305.14
Geosynthetics (Floor)
20
10.7083
42183.6
0.668792
Base Liner
209.667
17.9869
1648.49
1662.22
4473.97
0
4473.97
4493.21
4493.21
Geosynthetics (Floor)
21
10.7083
44069
0.668792
Base Liner
209.667
17.9869
1706.92
1721.14
4655.45
0
4655.45
4675.37
4675.37
Geosynthetics (Floor)
22
10.7083
45954.4
0.668792
Base Liner
209.667
17.9869
1763.31
1778
4830.57
0
4830.57
4851.16
4851.16
Geosynthetics (Floor)
23
10.7083
47839.9
0.668792
Base Liner
209.667
17.9869
1817.51
1832.65
4998.92
0
4998.92
5020.14
5020.14
Geosynthetics (Floor)
24
10.7083
49725.3
0.668792
Base Liner
208
18.0042
1869.49
1885.06
5160.19
0
5160.19
5182.01
5182.01
Geosynthetics (Floor)
25
10.7083
51610.7
0.668792
Base Liner
208
18.0042
1919.09
1935.08
5314.1
0
5314.1
5336.5
5336.5
Geosynthetics (Floor)
26
10.7083
53496.2
0.668792
Base Liner
208
18.0042
1966.28
1982.66
5460.49
0
5460.49
5483.44
5483.44
Geosynthetics (Floor)
27
10.7083
55381.6
0.668792
Base Liner
208
18.0042
2011.03
2027.78
5599.32
0
5599.32
5622.8
5622.8
Geosynthetics (Floor)
28
11.25
59077
17.2815
Base Liner
251
5.99411
665.132
670.673
3996.89
0
3996.89
4203.82
4203.82
Geosynthetics
(Sideslope)
29
11.25
58884.1
17.2815
Base Liner
251
5.99411
662.633
668.153
3972.88
0
3972.88
4179.04
4179.04
Geosynthetics
(Sideslope)
30
11.25
58691.2
17.2815
Base Liner
251
5.99411
661.349
666.858
3960.56
0
3960.56
4166.31
4166.31
Geosynthetics
(Sideslope)
31
11.25
58498.4
17.2815
Base Liner
251
5.99411
661.271
666.779
3959.8
0
3959.8
4165.52
4165.52
Geosynthetics
(Sideslope)
32
14
76038
-15.9454
Base Liner
250
6.0054
910.131
917.712
6347.07
0
6347.07
6087.03
6087.03
Geosynthetics
(Sideslope)
33
9.47304
54942.2
-9.46232
Base Liner
250
6.0054
882.46
889.811
6081.85
0
6081.85
5934.77
5934.77
Geosynthetics
(Sideslope)
34
1.99686
11652.6
40.6937
Protective Cover
0
34
1997.26
2013.9
2985.73
0
2985.73
4703.27
4703.27
35
10.4118
57892
40.6937
Waste
300
30
1929.19
1945.26
2849.68
0
2849.68
4508.68
4508.68
36
10.4118
54157
40.6937
Waste
300
30
1833.33
1848.6
2682.25
0
2682.25
4258.81
4258.81
37
10.4118
50422.1
40.6937
Waste
300
30
1738.01
1752.49
2515.79
0
2515.79
4010.38
4010.38
38
10.4118
46687.1
40.6937
Waste
300
30
1642.61
1656.29
2349.16
0
2349.16
3761.72
3761.72
39
10.4118
42952.1
40.6937
Waste
300
30
1546.47
1559.35
2181.25
0
2181.25
3511.13
3511.13
40
10.4118
39217.2
40.6937
Waste
300
30
1448.93
1461
2010.91
0
2010.91
3256.92
3256.92
41
10.4118
35482.2
40.6937
Waste
300
30
1349.39
1360.63
1837.06
0
1837.06
2997.46
2997.46
42
10.4118
31747.2
40.6937
Waste
300
30
1247.22
1257.61
1658.62
0
1658.62
2731.16
2731.16
43
10.4118
28012.3
40.6937
Waste
300
30
1141.83
1151.34
1474.56
0
1474.56
2456.47
2456.47
44
10.4118
24277.3
40.6937
Waste
300
30
1032.65
1041.26
1283.9
0
1283.9
2171.92
2171.92
45
10.4118
20542.3
40.6937
Waste
300
30
919.174
926.831
1085.7
0
1085.7
1876.14
1876.14
46
10.4118
16807.4
40.6937
Waste
300
30
800.899
807.57
879.136
0
879.136
1567.87
1567.87
47
10.4118
13072.4
40.6937
Waste
300
30
677.391
683.034
663.434
0
663.434
1245.95
1245.95
48
10.4118
9337.42
40.6937
Waste
300
30
548.274
552.841
437.933
0
437.933
909.418
909.418
49
10.4118
5602.45
40.6937
Waste
300
30
413.231
416.673
202.084
0
202.084
557.44
557.44
50
10.4118
1867.48
40.6937
Waste
300
30
272.022
274.288
-
0
-44.5339
189.39
189.39
44.5339
Interstice Data
Cross -Section C- Sliding Block (seismic).slim

91MNT RRRU 8.111
*1�
"�ien :Page 5 of 8
�
Global Minimum Query (gle/morgenstern-price) - Safety Factor:
1.00833
X
Y
Interslice
Interslice
Interslice
Slice
coordinate
coordinate - Bottom
Normal Force
Shear Force
Force Angle
Number
[ft]
[ft]
[Ibs]
[Ibs]
[degrees]
1
211.725
298.779
0
0
0
2
219.518
293.797
4882.86
135.68
1.59167
3
219.736
293.658
4987.69
142.454
1.63599
4
231
289.05
9814.14
673.156
3.9238
5
241.708
289.175
13051.4
1387.95
6.0703
6
252.417
289.3
16666.3
2394
8.17423
7
263.125
289.425
20671.8
3727.62
10.2219
8
273.833
289.55
25079.8
5423.03
12.2013
9
284.542
289.675
29894.5
7509.8
14.1015
10
295.25
289.8
35017.2
9983.76
15.9134
11
305.958
289.925
40450.1
12854.5
17.6296
12
316.667
290.05
46194.2
16126.3
19.244
13
327.375
290.175
52248.6
19797.6
20.7523
14
338.083
290.3
58610.5
23860.2
22.1511
15
348.792
290.425
65274.8
28299
23.4385
16
359.5
290.55
72234.5
33091.6
24.6132
17
370.208
290.675
79480.3
38208
25.6747
18
380.917
290.8
87000.5
43610.7
26.6232
19
391.625
290.925
94781.6
49254.6
27.4593
20
402.333
291.05
102808
55087.2
28.1836
21
413.042
291.175
111061
61049.2
28.7972
22
423.75
291.3
119522
67075.2
29.3009
23
434.458
291.425
128170
73093.8
29.6956
24
445.167
291.55
136982
79029.4
29.9821
25
455.875
291.675
145935
84803
30.1609
26
466.583
291.8
155005
90332.7
30.2325
27
477.292
291.925
164166
95535.6
30.1971
28
488
292.05
173394
100329
30.0545
29
499.25
295.55
154489
88436.8
29.7889
30
510.5
299.05
135681
76464.8
29.404
31
521.75
302.55
116942
64553.1
28.8991
32
533
306.05
98245.3
52840.3
28.2732
33
547
302.05
120421
62216.3
27.3234
34
556.473
300.471
126854
63447.5
26.5725
35
558.47
302.188
123272
61200.8
26.403
36
568.882
311.142
105708
50319.4
25.4555
37
579.293
320.095
89427.6
40568.4
24.4012
38
589.705
329.049
74428.7
31961.7
23.24
39
600.117
338.003
60711.7
24495
21.9723
40
610.529
346.956
48280.4
18146.9
20.5995
41
620.94
355.91
37141.9
12878.6
19.1235
42
631.352
364.863
27306.9
8634.63
17.5473
43
641.764
373.817
18788.9
5343.41
15.8753
44
652.176
382.77
11604.9
2917.71
14.1128
45
662.588
391.724
5774.41
1255.53
12.2669
46
672.999
400.677
1320.02
240.979
10.3458
47
683.411
409.631
-1733.29
-254.695
8.3594
48
693.823
418.585
-3358.25
-371.866
6.31874
49
704.235
427.538
-3525.59
-261.148
4.23628
50
714.646
436.492
-2204.44
-81.8098
2.12535
51
725.058
445.445
0
0
0
Entity Information
Piezoline
1-1
Cross -Section C- Sliding Block (seismic).slim

91MNT RRRU 8.016
'Clien : Page 6 of 8
�
X Y
0 279
140 280
206 279
580 280
592 279
683 280
733 290
799 290
867 280
1060 279
Block Search Polyline
X Y
209.072 298.021
231 289.05
488 292.05
533 306.05
547 302.05
559 300.05
749 297.05
914 301.05
920.999 302.05
933 306.05
944 306.05
1060 302.05
External Boundary
X Y
0 150
1060 150
1060 279
1060 300
1060 302
1060 302.05
1060 302.1
1060 304.1
1060 524
1021 530
212.022 298.864
209.144 298.041
209.072 298.021
209 298
0 298
0 279
Material Boundary
X
Y
209
298
231
289
488
292
533
306
547
302
559
300
749
297
914
301
921
302
933
306
944
306
1060
302
Cross -Section C- Sliding Block (seismic).slim

SLIDE INTERPRET 8.111
Page 7 of 8
Material Boundary
X
Y
0
279
206
279
580
280
592
279
683
280
733
290
799
290
867
280
1060
279
Material Boundary
X
Y
209
296
231
287
488
290
533
304
547
300
559
298
749
295
914
299
921
300
933
304
944
304
1060
300
Material Boundary
X
Y
209.144
298.041
231
289.1
488
292.1
533
306.1
547
302.1
559
300.1
749
297.1
914
301.1
921
302.1
933
306.1
944
306.1
1060
302.1
Material Boundary
X
Y
212.022
298.864
231
291.1
488
294.1
533
308.1
547
304.1
559
302.1
749
299.1
914
303.1
921
304.1
933
308.1
944
308.1
1060
304.1
Material Boundary
Cross -Section C- Sliding Block (seismic).slim

SUDQNMRPRU 8.016
Page 8 of 8
X Y
231 289
231 289.05
231 289.1
Material Boundary
X Y
209 296
209 298
Material Boundary
X Y
488 292
488 292.05
488 292.1
Material Boundary
X Y
559 300
559 300.05
559 300.1
Cross -Section C- Sliding Block (seismic).slim

SEISMIC STABILITY ANALYSIS
INTERIM SECTION
BLOCK FAILURE

0.21
Phi
(deg)
Shear Normal Function
Water Surface
30
None
34
None
Base Liner CGl - Floor
None
26.7
None
26.7
Piezometric Line 1
45
Piezometric Line 1
Base Liner CGl- Sideslope
None
Checked By:
TDM 10/29/2018
0 250 500 750 1000 1250 1500 1750 2000 2250 2500 2750
Project
Anson County Landfill - Phase 5 Expansion
Analysis Description
Interim Section: Sliding Block - Seismic
Drawn By ZLM scale 1:3495 Company Civil & Environmental Consultants, Inc.
SLIDEINTERPRET 8.016
Date 10/12/2018, 9:48:14 AM File Name Interim Section- Sliding Block (seismic).slim

91MNT RPRU 8.016
a1� : Page 1 of 9
Project Summary
Slide Modeler Version: 8.016
Compute Time: 00h:00m:01.227s
General Settings
Units of Measurement: Imperial Units
Time Units:
days
Permeability Units:
feet/second
Data Output:
Standard
Failure Direction:
Right to Left
Analysis Options
Slices Type:
Slide Analysis Information
Vertical
Analysis Methods Used
GLE/Morgenstern-Price with interslice force function (Half Sine)
Number of slices:
50
Tolerance:
0.005
Maximum number of iterations:
75
Check malpha < 0.2:
Yes
Create Interslice boundaries at intersections
Yes
with water tables and piezos:
Initial trial value of FS:
1
Steffensen Iteration:
Yes
Groundwater Analysis
Groundwater Method:
Water Surfaces
Pore Fluid Unit Weight [lbs/ft3]:
62.4
Use negative pore pressure cutoff:
Yes
Maximum negative pore pressure [psf]:
0
Advanced Groundwater Method:
None
Random Numbers
Pseudo -random Seed: 10116
Random Number Generation Method: Park and Miller v.3
Surface Options
Interim Section- Sliding Block (seismic).slim

91MNT RPRU 8.016
a1�
:Page 2 of 9
�
'eien
Surface Type:
Non -Circular Block Search
Number of Surfaces:
5000
Multiple Groups:
Disabled
Pseudo -Random Surfaces:
Enabled
Convex Surfaces Only:
Disabled
Left Projection Angle (Start Angle) [°]:
130
Left Projection Angle (End Angle) [°]:
200
Right Projection Angle (Start Angle) [°]:
50
Right Projection Angle (End Angle) [°]:
-20
Minimum Elevation:
Not Defined
Minimum Depth:
Not Defined
Minimum Area:
Not Defined
Minimum Weight:
Not Defined
Seismic Loading
Advanced seismic analysis: No
Staged pseudostatic analysis: No
Seismic Load Coefficient (Horizontal): 0.21
Materials
Protective
Base Liner Geosynthetics
Compacted Clay
Base Liner Geosynthetics
Property
Waste
Subgrade
Bedrock
Cover
(Floor)
Liner
(Sideslope)
Color
F
E
A
■
■
C
Mohr-
Mohr-
Shear Normal function
Mohr -Coulomb
Mohr-
Mohr-
Shear Normal function
Strength Type
Coulomb
Coulomb
Coulomb
Coulomb
Unit Weight [lbs/
60
120
60
115.4
115.4
135
60
ft3]
Cohesion [psf]
300
0
120
120
9000
Friction Angle [°]
30
34
26.7
26.7
45
Water Surface
None
None
None
None
Piezometric
Piezometric
None
Line 1
Line 1
Hu Value
1
1
Ru Value
0
0
0
0
0
Shear Normal Functions
Name: Base Liner CGI - Sideslope
Normal (psf)
Shear (psf)
0
0
500
115
1000
231
2000
461
5000
776
10000
1302
16000
1302
Name: Base Liner CGI - Floor
Normal (psf)
Shear (psf)
0
0
500
244
1000
488
2000
859
5000
1833
10000
3458
16000
3458
Global Minimums
Interim Section- Sliding Block (seismic).slim

SLIDE INTERPRET 1.111
Page 3 of 9
Method: gle/morgenstern-price
FS
1.022110
Axis Location:
1074.813, 1772.203
Left Slip Surface Endpoint:
667.703, 287.574
Right Slip Surface Endpoint:
2018.250, 555.737
Resisting Moment:
4.37394e+09 lb-ft
Driving Moment:
4.2793e+09 lb-ft
Resisting Horizontal Force:
2.70578e+06lb
Driving Horizontal Force:
2.64724e+06lb
Total Slice Area:
130838 ft2
Surface Horizontal Width:
1350.55 ft
Surface Average Height:
96.8775 ft
Global Minimum Coordinates
Method: gle/morgenstern-price
X y
667.703 287.574
676.166 285.772
1369 306.05
1391 312.05
1395 312.05
1401 312.05
1407.98 310.057
1528 306.05
1639 311.05
1721 308.05
1757 308.05
1783 310.05
1788.64 311.931
2018.25 555.737
Slice Data
Global Minimum Query (gle/morgenstern-price) - Safety Factor: 1.02211
Angle
Base
Base
Effective
Base
Effective
Base
Shear
Shear
Pore
Slice
Width
Weight
of Slice
Base
Friction
Normal
Normal
Vertical
Vertical
Cohesion
Stress
Strength
Pressure
Number
[ft]
[Ibs]
Base
Material
Angle
Stress
Stress
Stress
Stress
[Psfl
[Psfl
[Psf]
[Psf]
[degrees]
[degrees]
[psf]
[psf]
[psf]
[psf]
1
8.46386
1040.75
-12.0209
Protective Cover
0
34
95.4798
97.5909
144.684
0
144.684
124.353
124.353
2
30.1232
7319.94
1.67647
Base Liner
1.42109e-
26.0124
116.791
119.373
244.618
0
244.618
248.036
248.036
Geosynthetics
14
(Floor)
3
30.1232
7319.94
1.67647
Base Liner
0
26.0124
119.605
122.249
250.51
0
250.51
254.01
254.01
Geosynthetics
(Floor)
4
30.1232
7319.94
1.67647
Base Liner
1.42109e-
26.0124
122.551
125.261
256.683
0
256.683
260.27
260.27
Geosynthetics
14
(Floor)
5
30.1232
7319.94
1.67647
Base Liner
0
26.0124
125.594
128.371
263.056
0
263.056
266.732
266.732
Geosynthetics
(Floor)
6
30.1232
7319.94
1.67647
Base Liner
0
26.0124
128.689
131.534
269.537
0
269.537
273.303
273.303
Geosynthetics
(Floor)
7
30.1232
7319.94
1.67647
Base Liner
-
26.0124
131.785
134.699
276.023
0
276.023
279.88
279.88
Geosynthetics
2.84217e-
(Floor)
14
8
30.1232
7319.94
1.67647
Base Liner
-
26.0124
134.834
137.815
282.408
0
282.408
286.354
286.354
Geosynthetics
2.84217e-
Interim Section- Sliding Block (seismic).slim

91MNT RRRU 8.111
*1�
:
Page 4 of 9
(Floor)
14
9
30.1232
8217.66
1.67647
Base Liner
0
26.0124
153.291
156.68
321.065
0
321.065
325.551
325.551
Geosynthetics
(Floor)
10
30.1232
19310.4
1.67647
Base Liner
-
26.0124
350.36
358.106
733.824
0
733.824
744.079
744.079
Geosynthetics
5.68434e-
(Floor)
14
11
30.1232
33276.2
1.67647
Base Liner
117
20.3548
569.477
582.068
1253.55
0
1253.55
1270.22
1270.22
Geosynthetics
(Floor)
12
30.1232
47242.1
1.67647
Base Liner
117
20.3548
755.83
772.541
1766.96
0
1766.96
1789.08
1789.08
Geosynthetics
(Floor)
13
30.1232
61208
1.67647
Base Liner
209.667
17.9869
929.356
949.904
2279.99
0
2279.99
2307.19
2307.19
Geosynthetics
(Floor)
14
30.1232
75173.9
1.67647
Base Liner
209.667
17.9869
1090.85
1114.96
2788.39
0
2788.39
2820.32
2820.32
Geosynthetics
(Floor)
15
30.1232
89139.7
1.67647
Base Liner
209.667
17.9869
1252.43
1280.12
3297.07
0
3297.07
3333.72
3333.72
Geosynthetics
(Floor)
16
30.1232
103106
1.67647
Base Liner
209.667
17.9869
1413.7
1444.96
3804.81
0
3804.81
3846.18
3846.18
Geosynthetics
(Floor)
17
30.1232
117071
1.67647
Base Liner
209.667
17.9869
1574.28
1609.09
4310.35
0
4310.35
4356.42
4356.42
Geosynthetics
(Floor)
18
30.1232
131037
1.67647
Base Liner
209.667
17.9869
1733.74
1772.08
4812.37
0
4812.37
4863.11
4863.11
Geosynthetics
(Floor)
19
30.1232
145003
1.67647
Base Liner
208
18.0042
1891.79
1933.62
5309.61
0
5309.61
5364.98
5364.98
Geosynthetics
(Floor)
20
30.1232
158969
1.67647
Base Liner
208
18.0042
2047.98
2093.26
5800.82
0
5800.82
5860.76
5860.76
Geosynthetics
(Floor)
21
30.1232
172935
1.67647
Base Liner
208
18.0042
2201.83
2250.51
6284.66
0
6284.66
6349.1
6349.1
Geosynthetics
(Floor)
22
30.1232
186901
1.67647
Base Liner
208
18.0042
2352.97
2404.99
6759.97
0
6759.97
6828.83
6828.83
Geosynthetics
(Floor)
23
30.1232
200867
1.67647
Base Liner
208
18.0042
2501.06
2556.36
7225.72
0
7225.72
7298.92
7298.92
Geosynthetics
(Floor)
24
30.1232
214833
1.67647
Base Liner
208
18.0042
2645.82
2704.32
7680.99
0
7680.99
7758.43
7758.43
Geosynthetics
(Floor)
25
22
162189
15.2551
Base Liner
208
18.0042
2113.43
2160.16
6006.66
0
6006.66
6583.05
6583.05
Geosynthetics
(Floor)
26
3.9994
29656.1
0
Base Liner
208
18.0042
2818.79
2881.11
8224.96
0
8224.96
8224.96
8224.96
Geosynthetics
(Floor)
27
6.0006
45009.7
0
Base Liner
208
18.0042
2845.68
2908.6
8309.54
0
8309.54
8309.54
8309.54
Geosynthetics
(Floor)
28
6.97699
53527.1
-15.9454
Base Liner
3458
0
3383.2
3458
12028.4
0
12028.4
11061.7
11061.7
Geosynthetics
(Floor)
29
30.0058
242412
-1.91192
Base Liner
208
18.0042
3148.19
3217.8
9260.93
0
9260.93
9155.84
9155.84
Geosynthetics
(Floor)
30
30.0058
259654
-1.91192
Base Liner
208
18.0042
3325.31
3398.83
9817.95
0
9817.95
9706.94
9706.94
Geosynthetics
(Floor)
31
30.0058
276896
-1.91192
Base Liner
3458
0
3383.2
3458
10285.9
0
10285.9
10172.9
10172.9
Geosynthetics
Interim Section- Sliding Block (seismic).slim

91MNT RPRU 8.016
*1�
:
Page 5 of 9
(Floor)
32
30.0058
294137
-1.91192
Base Liner
3458
0
3383.2
3458
10683.6
0
10683.6
10570.7
10570.7
Geosynthetics
(Floor)
33
27.75
285559
2.57915
Base Liner
3458
0
3383.2
3458
10215.1
0
10215.1
10367.5
10367.5
Geosynthetics
(Floor)
34
27.75
296682
2.57915
Base Liner
3458
0
3383.2
3458
10477.4
0
10477.4
10629.8
10629.8
Geosynthetics
(Floor)
35
27.75
307805
2.57915
Base Liner
3458
0
3383.2
3458
10743.2
0
10743.2
10895.6
10895.6
Geosynthetics
(Floor)
36
27.75
318928
2.57915
Base Liner
3458
0
3383.2
3458
11014.2
0
11014.2
11166.6
11166.6
Geosynthetics
(Floor)
37
27.3333
326843
-2.09525
Base Liner
3458
0
3383.2
3458
12117.2
0
12117.2
11993.5
11993.5
Geosynthetics
(Floor)
38
27.3333
341294
-2.09525
Base Liner
3458
0
3383.2
3458
12472.2
0
12472.2
12348.4
12348.4
Geosynthetics
(Floor)
39
27.3333
355744
-2.09525
Base Liner
3458
0
3383.2
3458
12832.1
0
12832.1
12708.3
12708.3
Geosynthetics
(Floor)
40
36
489169
0
Base Liner
3458
0
3383.2
3458
12903.5
0
12903.5
12903.5
12903.5
Geosynthetics
(Floor)
41
26
365549
4.39871
Base Liner
3458
0
3383.2
3458
12634.3
0
12634.3
12894.5
12894.5
Geosynthetics
(Floor)
42
5.64188
80196.2
18.4349
Base Liner
3458
0
3383.2
3458
10981.9
0
10981.9
12109.6
12109.6
Geosynthetics
(Floor)
43
2.04304
28813.4
46.7179
Protective Cover
0
34
4337.87
4433.78
6573.34
0
6573.34
11179.5
11179.5
44
32.5093
426057
46.7179
Waste
300
30
3871.55
3957.15
6334.38
0
6334.38
10445.3
10445.3
45
32.5093
361081
46.7179
Waste
300
30
3416.24
3491.77
5528.31
0
5528.31
9155.8
9155.8
46
32.5093
295430
46.7179
Waste
300
30
2925.62
2990.31
4659.76
0
4659.76
7766.29
7766.29
47
32.5093
229779
46.7179
Waste
300
30
2399.26
2452.31
3727.91
0
3727.91
6275.54
6275.54
48
32.5093
164128
46.7179
Waste
300
30
1830.78
1871.26
2721.5
0
2721.5
4665.49
4665.49
49
32.5093
98476.6
46.7179
Waste
300
30
1214.23
1241.08
1629.99
0
1629.99
2919.31
2919.31
50
32.5093
32825.5
46.7179
Waste
300
30
544.253
556.286
443.9
0
443.9
1021.81
1021.81
Interstice Data
Interim Section- Sliding Block (seismic).slim

SUDQNMRPRU 8.016
Page 6 of 9
X
Y
Interslice
Interslice
Interslice
Slice
coordinate
coordinate - Bottom
Normal Force
Shear Force
Force Angle
Number
[ft]
[ft]
[Ibs]
[Ibs]
[degrees]
1
667.703
287.574
0
0
0
2
676.166
285.772
850.747
11.7241
0.78954
3
706.29
286.654
2617.82
164.262
3.59047
4
736.413
287.535
4464.48
497.37
6.35688
5
766.536
288.417
6394.53
1020.04
9.06332
6
796.659
289.299
8410.66
1739.72
11.6866
7
826.782
290.18
10514.3
2661.81
14.2066
8
856.906
291.062
12705.6
3789.22
16.6063
9
887.029
291.944
14983.2
5121.83
18.8724
10
917.152
292.825
17594.3
6752.16
20.9953
11
947.275
293.707
23451.5
9939.11
22.968
12
977.398
294.588
32521.6
15017.8
24.7865
13
1007.52
295.47
43822.5
21800.9
26.4495
14
1037.64
296.352
56968.2
30235.2
27.9566
15
1067.77
297.233
71599.9
40195.6
29.3095
16
1097.89
298.115
87720
51692.5
30.5104
17
1128.01
298.997
105320
64697.8
31.5623
18
1158.14
299.878
124382
79142.4
32.468
19
1188.26
300.76
144874
94914.7
33.231
20
1218.38
301.642
166758
111862
33.8539
21
1248.51
302.523
189984
129790
34.3394
22
1278.63
303.405
214487
148462
34.6899
23
1308.75
304.287
240193
167602
34.9066
24
1338.88
305.168
267019
186904
34.9907
25
1369
306.05
294873
206033
34.9427
26
1391
312.05
271293
188721
34.8238
27
1395
312.05
276344
192026
34.7947
28
1401
312.05
283977
196976
34.7465
29
1407.98
310.057
320330
221673
34.6838
30
1437.98
309.055
373212
254895
34.3322
31
1467.99
308.053
428348
287255
33.8463
32
1497.99
307.052
482071
315747
33.224
33
1528
306.05
532570
338800
32.4629
34
1555.75
307.3
553766
341118
31.6329
35
1583.5
308.55
572298
339525
30.6792
36
1611.25
309.8
588162
334113
29.5993
37
1639
311.05
601351
325028
28.3911
38
1666.33
310.05
637352
325777
27.0735
39
1693.67
309.05
670674
321735
25.6279
40
1721
308.05
701322
313042
24.0541
41
1757
308.05
720454
287960
21.7862
42
1783
310.05
706428
257300
20.013
43
1788.64
311.931
688031
245180
19.6135
44
1790.68
314.1
676587
239162
19.4676
45
1823.19
348.62
494381
151689
17.0574
46
1855.7
383.139
338835
87560.2
14.4891
47
1888.21
417.659
211101
44020.3
11.7789
48
1920.72
452.178
112200
17665.5
8.94757
49
1953.23
486.698
43335.4
4570.48
6.02059
50
1985.74
521.218
5882.62
311.102
3.02726
51
2018.25
555.737
0
0
0
Entity Information
Piezoline
Interim Section- Sliding Block (seismic).slim

91MNT RRRU 8.016
Page 7 of 9
X Y
0 270
524 270
775 280
945 280
1054 285
1194 287
1391 283
1643 284
2260 284
Block Search Polyline
X Y
316.074 288.02
344 276.05
1369 306.05
1391 312.05
1395 312.05
1401 312.05
1407.98 310.057
1408 310.05
1528 306.05
1639 311.05
1721 308.05
1757 308.05
1783 310.05
1789 312.05
1797 312.05
1804 310.05
1951 314.05
2260 320.05
External Boundary
X Y
2260 150
2260 280
2260 288
2260 318
2260 320
2260 320.1
2260 322.1
2260 560
2179 560
1800 549.95
906.351 294.559
344 278.1
318.979 288.823
316.142 288.039
316 288
3.091 288
0 288
0 250
0 150
Material Boundary
Interim Section- Sliding Block (seismic).slim

IUD EINTERRRET 8.111
Page 8 of 9
X Y
316 288
344 276
1369 306
1391 312
1395 312
1401 312
1408 310
1528 306
1639 311
1721 308
1757 308
1783 310
1789 312
1797 312
1804 310
1951 314
2260 320
Material Boundary
X
Y
0
250
544
250
676
260
809
260
1016
280
1093
283
1392
276
1475
270
1660
270
1888
280
2260
280
Material Boundary
X Y
316 286
344 274
1369 304
1391 310
1395 310
1401 310
1408 308
1528 304
1639 309
1721 306
1757 306
1783 308
1789 310
1797 310
1804 308
1951 312
2260 318
Material Boundary
X Y
316 286
316 288
Material Boundary
Interim Section- Sliding Block (seismic).slim

91MNT RRRU 8.016
a1� : Page 9 of 9
X Y
316.142 288.039
344 276.1
1369 306.1
1391 312.1
1395 312.1
1401 312.1
1408 310.1
1528 306.1
1639 311.1
1721 308.1
1757 308.1
1783 310.1
1789 312.1
1797 312.1
1804 310.1
1951 314.1
2260 320.1
Material Boundary
X Y
906.351 294.559
1369 308.1
1391 314.1
1395 314.1
1401 314.1
1408 312.1
1528 308.1
1639 313.1
1721 310.1
1757 310.1
1783 312.1
1789 314.1
1797 314.1
1804 312.1
1951 316.1
2260 322.1
Material Boundary
X Y
344 276
344 276.05
344 276.1
Interim Section- Sliding Block (seismic).slim

SEISMIC STABILITY ANALYSIS
CROSS SECTION A
CIRCULAR FAILURE

t 0.305
4
1
Checked By:
TDM 10/29/2018
0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200
Project
Anson County Landfill - Phase 5 Expansion
Analysis De-nptlon
Cross -Section A: Circular Arc -Seismic
Drawn By ZLM scale 1:2902 Company Civil & Environmental Consultants, Inc.
SLIDEINTERPRET 8.016
Date 10/10/2018, 9:48:14 AM File Name Cross -Section A- Circular Arc (seismic).slim

91MNT RPRU 8.016
a1� : Page 1 of 8
Project Summary
Slide Modeler Version: 8.016
Compute Time: 00h:00m:01.930s
General Settings
Units of Measurement: Imperial Units
Time Units:
days
Permeability Units:
feet/second
Data Output:
Standard
Failure Direction:
Right to Left
Analysis Options
Slices Type:
Slide Analysis Information
Vertical
Analysis Methods Used
GLE/Morgenstern-Price with interslice force function (Half Sine)
Number of slices:
50
Tolerance:
0.005
Maximum number of iterations:
75
Check malpha < 0.2:
Yes
Create Interslice boundaries at intersections
Yes
with water tables and piezos:
Initial trial value of FS:
1
Steffensen Iteration:
Yes
Groundwater Analysis
Groundwater Method:
Water Surfaces
Pore Fluid Unit Weight [lbs/ft3]:
62.4
Use negative pore pressure cutoff:
Yes
Maximum negative pore pressure [psf]:
0
Advanced Groundwater Method:
None
Random Numbers
Pseudo -random Seed: 10116
Random Number Generation Method: Park and Miller v.3
Surface Options
Cross -Section A- Circular Arc (seismic).slim

91MNT RPRU 8.016
a1�
: Page 2 of 8
Surface Type:
Circular
Search Method:
Auto Refine Search
Divisions along slope:
20
Circles per division:
10
Number of iterations:
10
Divisions to use in next iteration:
50%
Composite Surfaces:
Disabled
Minimum Elevation:
Not Defined
Minimum Depth:
Not Defined
Minimum Area:
Not Defined
Minimum Weight:
Not Defined
Seismic Loading
Advanced seismic analysis: No
Staged pseudostatic analysis: No
Seismic Load Coefficient (Horizontal): 0.305
Materials
Protective
Base Liner Geosynthetics
Compacted Clay
Base Liner Geosynthetics
Property
Waste
Subgrade
Bedrock
Cover
(Floor)
Liner
(Sideslope)
Color
7
F
F
F
E
d
F
Mohr-
Mohr-
Shear Normal function
Mohr -Coulomb
Mohr-
Mohr-
Shear Normal function
Strength Type
Coulomb
Coulomb
Coulomb
Coulomb
Unit Weight
60
120
60
115.4
115.4
135
60
[lbs/ft3]
Cohesion [psf]
300
0
120
120
9000
Friction Angle [°]
30
34
26.7
26.7
45
None
None
None
None
Piezometric
Piezometric
None
Water Surface
Line 1
Line 1
Hu Value
1
1
Ru Value
0
0
0
0
0
Shear Normal Functions
Name: Base Liner CGI - Sideslope
Normal (psf)
Shear (psf)
0
0
500
115
1000
231
2000
461
5000
776
10000
1302
16000
1302
Name: Base Liner CGI - Floor
Normal (psf)
Shear (psf)
0
0
500
244
1000
488
2000
859
5000
1833
10000
3458
16000
3458
Global Minimums
Method: gle/morgenstern -price
Cross -Section A- Circular Arc (seismic).slim

91MNT RRRU 8.016
a1� : Page 3 of 8
FS
1.014640
Center:
522.339, 1188.810
Radius:
937.877
Left Slip Surface Endpoint:
261.273, 288.000
Right Slip Surface Endpoint:
1179.728, 519.890
Resisting Moment:
2.49046e+09 lb-ft
Driving Moment:
2.45452e+09 lb-ft
Resisting Horizontal Force:
2.52428e+06 lb
Driving Horizontal Force:
2.48785e+06lb
Total Slice Area:
78556.3 ft2
Surface Horizontal Width:
918.455 ft
Surface Average Height:
85.531 ft
Slice Data
Cross -Section A- Circular Arc (seismic).slim

91MNT RPRUI.016
0
Page 4 of 8
"�ien
�
Angle
Base
Base
Effective
Base
Effective
Base
Shear
Shear
Pore
Slice
Width
Weight
of Slice
Base
Friction
Normal
Normal
Vertical
Vertical
Cohesion
Stress
Strength
Pressure
Number
[ft]
[lbs]
Base
Material
Angle
Stress
Stress
Stress
Stress
[psf)
[psf)
[psf)
[psf)
[degrees]
[degrees]
[psf]
[psf)
[psf]
[psf)
1
18.2278
5346.92
-15.5842
Subgrade
120
26.7
313.233
317.819
393.319
0
393.319
305.956
305.956
2
18.2278
15627.2
-14.4313
Subgrade
120
26.7
658.673
668.316
1090.2
0
1090.2
920.702
920.702
3
18.2278
25086.9
-13.2842
Subgrade
120
26.7
989.611
1004.1
1757.83
0
1757.83
1524.19
1524.19
4
18.2278
34547.6
-12.1426
Subgrade
120
26.7
1329.94
1349.41
2444.42
0
2444.42
2158.27
2158.27
5
18.8031
42581.4
-10.988
Subgrade
120
26.7
1517.15
1539.36
2935.97
113.886
2822.09
2641.4
2527.51
6
18.8031
55284.9
-9.82002
Subgrade
120
26.7
1824.77
1851.48
3771.99
329.337
3442.66
3456.15
3126.81
7
18.8031
68355.1
-8.65615
Subgrade
120
26.7
2155.25
2186.8
4629.56
520.193
4109.37
4301.45
3781.26
8
18.8031
80578.4
-7.49586
Subgrade
120
26.7
2466.08
2502.18
5423.11
686.696
4736.41
5098.62
4411.93
9
18.8031
91962.3
-6.33866
Subgrade
120
26.7
2753.52
2793.83
6145.39
829.055
5316.34
5839.52
5010.47
10
18.8031
102513
-5.18406
Subgrade
120
26.7
3014.46
3058.59
6790.2
947.449
5842.75
6516.71
5569.26
11
18.8031
112235
-4.03156
Subgrade
120
26.7
3246.54
3294.07
7352.95
1042.02
6310.93
7124.13
6082.11
12
18.8031
121133
-2.88069
Subgrade
120
26.7
3448.26
3498.74
7830.78
1112.89
6717.89
7657.26
6544.37
13
18.8031
129209
-1.73098
Subgrade
120
26.7
3618.99
3671.97
8222.46
1160.14
7062.32
8113.09
6952.95
14
18.8031
136466
-
Subgrade
120
26.7
3759.04
3814.07
8528.7
1183.83
7344.87
8490.52
7306.69
0.581976
15
18.8031
142905
0.566798
Subgrade
120
26.7
3857.25
3913.72
8745.91
1202.92
7542.99
8784.07
7581.15
16
18.8031
148526
1.7158
Subgrade
120
26.7
3909.65
3966.89
8874.99
1226.29
7648.7
8992.11
7765.82
17
18.8031
153327
2.86549
Subgrade
120
26.7
3936.76
3994.39
8929.44
1226.09
7703.35
9126.49
7900.4
18
29.1094
244773
4.33231
Subgrade
120
26.7
3937.79
3995.44
8892.94
1187.48
7705.46
9191.26
8003.78
19
20.3378
175132
5.84855
Subgrade
120
26.7
3912.58
3969.86
8769.72
1115.14
7654.58
9170.49
8055.35
20
20.3378
177242
7.09908
Subgrade
120
26.7
3873.28
3929.98
8596.96
1021.68
7575.28
9079.34
8057.66
21
20.3378
178292
8.35302
Subgrade
120
26.7
3823.14
3879.11
8374.2
900.047
7474.16
8935.55
8035.51
22
20.3378
178273
9.611
Subgrade
120
26.7
3766.12
3821.26
8109.15
749.99
7359.16
8746.88
7996.89
23
20.3378
177173
10.8737
Subgrade
120
26.7
3705.69
3759.94
7808.44
571.21
7237.23
8520.28
7949.07
24
20.3378
174980
12.1417
Subgrade
120
26.7
3644.62
3697.98
7477.37
363.363
7114.01
8261.49
7898.13
25
20.3378
171680
13.4159
Subgrade
120
26.7
3585.03
3637.51
7119.83
126.053
6993.78
7974.96
7848.9
26
14.4444
119343
14.5103
Subgrade
120
26.7
3479.45
3530.39
6780.82
0
6780.82
7681.33
7681.33
27
14.4444
116703
15.4237
Subgrade
120
26.7
3324.44
3373.11
6468.1
0
6468.1
7385.28
7385.28
28
7.69641
60975.2
16.1262
Compacted Clay
120
26.7
3204.17
3251.08
6225.47
0
6225.47
7151.9
7151.9
Liner
29
0.377753
2970.64
16.3829
Base Liner
208
18.0042
2084.57
2115.09
5867.97
0
5867.97
6480.82
6480.82
Geosynthetics
(Floor)
30
7.42268
57887.8
16.6316
Protective Cover
0
34
4196.68
4258.12
6312.93
0
6312.93
7566.54
7566.54
31
19.2622
148538
17.4851
Waste
300
30
3712.87
3767.23
6005.4
0
6005.4
7175
7175
32
19.2622
147409
18.7232
Waste
300
30
3575.25
3627.59
5763.55
0
5763.55
6975.32
6975.32
33
19.2622
145741
19.9705
Waste
300
30
3437.51
3487.84
5521.51
0
5521.51
6770.66
6770.66
34
19.2622
143523
21.2278
Waste
300
30
3300.21
3348.53
5280.21
0
5280.21
6562.12
6562.12
35
19.2622
140739
22.4958
Waste
300
30
3163.49
3209.8
5039.9
0
5039.9
6349.99
6349.99
36
19.2622
137376
23.7756
Waste
300
30
3027.11
3071.43
4800.28
0
4800.28
6133.85
6133.85
37
19.2622
133415
25.0681
Waste
300
30
2890.61
2932.93
4560.38
0
4560.38
5912.48
5912.48
38
19.2622
128839
26.3745
Waste
300
30
2753.22
2793.53
4318.92
0
4318.92
5684.11
5684.11
39
19.2622
123627
27.6957
Waste
300
30
2613.97
2652.24
4074.19
0
4074.19
5446.31
5446.31
40
19.2622
117756
29.0332
Waste
300
30
2471.66
2507.85
3824.1
0
3824.1
5196.04
5196.04
41
19.2622
111200
30.3882
Waste
300
30
2324.94
2358.98
3566.26
0
3566.26
4929.65
4929.65
42
19.2622
103931
31.7624
Waste
300
30
2172.27
2204.07
3297.95
0
3297.95
4642.84
4642.84
43
19.2622
95917.1
33.1572
Waste
300
30
2011.94
2041.39
3016.18
0
3016.18
4330.61
4330.61
44
19.2622
87123.4
34.5746
Waste
300
30
1842.05
1869.02
2717.62
0
2717.62
3987.16
3987.16
45
19.2622
77509.7
36.0167
Waste
300
30
1660.51
1684.82
2398.59
0
2398.59
3605.76
3605.76
46
19.2622
67030.8
37.4856
Waste
300
30
1465.04
1486.49
2055.06
0
2055.06
3178.64
3178.64
47
19.2622
55523.9
38.9841
Waste
300
30
1250.95
1269.26
1678.81
0
1678.81
2691.23
2691.23
48
19.2622
41368.7
40.515
Waste
300
30
985.566
999.995
1212.43
0
1212.43
2054.62
2054.62
49
19.2622
25610
42.0817
Waste
300
30
686.357
696.405
686.593
0
686.593
1306.37
1306.37
50
19.2622
8730.48
43.6882
Waste
300
30
360.075
365.347
113.184
0
113.184
457.138
457.138
Interstice Data
Global Minimum
Factor: 1.01464
Cross -Section A- Circular Arc (seismic).slim

SUDQNMRPRU 8.016
Page 5 of 8
X
Y
Interslice
Interslice
Interslice
Slice
coordinate
coordinate - Bottom
Normal Force
Shear Force
Force Angle
Number
[ft]
[ft]
[Ibs]
[Ibs]
[degrees]
1
261.273
288
0
0
0
2
279.5
282.916
6086.7
227.55
2.14099
3
297.728
278.225
18458
1377.41
4.26773
4
315.956
273.922
36436.4
4065.34
6.36637
5
334.184
270
59763.5
8850.37
8.4237
6
352.987
266.349
86064.1
15935.1
10.4897
7
371.79
263.095
115840
25653
12.4867
8
390.593
260.232
148829
38224.4
14.4042
9
409.396
257.758
184108
53603.9
16.2332
10
428.199
255.669
220746
71581.7
17.9664
11
447.002
253.963
257828
91798.9
19.5981
12
465.805
252.638
294475
113771
21.1241
13
484.608
251.692
329872
136915
22.5411
14
503.411
251.124
363284
160588
23.8476
15
522.214
250.933
394076
184115
25.0423
16
541.018
251.119
421498
206718
26.125
17
559.821
251.682
444820
227587
27.096
18
578.624
252.623
463783
246141
27.956
19
607.733
254.828
484312
269237
29.0704
20
628.071
256.912
492317
280750
29.6945
21
648.409
259.444
495373
288233
30.193
22
668.746
262.431
493855
291682
30.5671
23
689.084
265.874
488263
291268
30.8177
24
709.422
269.781
479195
287311
30.9456
25
729.76
274.157
467341
280264
30.9511
26
750.098
279.008
453459
270682
30.8341
27
764.542
282.746
442042
262222
30.6767
28
778.987
286.731
428762
252127
30.457
29
786.683
288.957
421009
246160
30.3144
30
787.061
289.068
420239
245637
30.307
31
794.483
291.285
419783
243848
30.1519
32
813.746
297.353
409662
233401
29.6719
33
833.008
303.881
396043
220246
29.0792
34
852.27
310.881
379255
204828
28.3726
35
871.532
318.363
359636
187622
27.551
36
890.794
326.34
337533
169123
26.6134
37
910.057
334.826
313293
149829
25.559
38
929.319
343.836
287274
130234
24.3869
39
948.581
353.387
259839
110817
23.0974
40
967.843
363.498
231363
92029.4
21.6912
41
987.105
374.19
202240
74289.6
20.17
42
1006.37
385.486
172890
57970.3
18.5364
43
1025.63
397.411
143766
43390.6
16.7946
44
1044.89
409.996
115366
30804.7
14.9502
45
1064.15
423.271
88249.5
20391.1
13.0105
46
1083.42
437.274
63052.9
12238.8
10.9847
47
1102.68
452.047
40511
6332.04
8.88369
48
1121.94
467.637
21536.1
2537.5
6.71992
49
1141.2
484.097
7973.97
628.632
4.50762
50
1160.47
501.49
1460.77
57.7056
2.26221
51
1179.73
519.89
0
0
0
Entity Information
Piezoline
Cross -Section A- Circular Arc (seismic).slim

91MNT RRRU 8.016
Page 6 of 8
X Y
0 270
524 270
775 280
945 280
1054 285
1194 287
1391 283
1643 284
2260 284
External Boundary
X Y
2260 150
2260 280
2260 288
2260 318
2260 320
2260 320.1
2260 322.1
2260 560
2179 560
1274 536
1116 509
318.979 288.823
316.142 288.039
316 288
3.091 288
0 288
0 250
0 150
Material Boundary
X Y
316 288
344 276
1369 306
1391 312
1395 312
1401 312
1408 310
1528 306
1639 311
1721 308
1757 308
1783 310
1789 312
1797 312
1804 310
1951 314
2260 320
Material Boundary
Cross -Section A- Circular Arc (seismic).slim

IUD EINTERRRET 8.111
Page 7 of 8
X Y
0 250
544 250
676 260
809 260
1016 280
1093 283
1392 276
1475 270
1660 270
1888 280
2260 280
Material Boundary
X Y
316 286
344 274
1369 304
1391 310
1395 310
1401 310
1408 308
1528 304
1639 309
1721 306
1757 306
1783 308
1789 310
1797 310
1804 308
1951 312
2260 318
Material Boundary
X Y
316 286
316 288
Material Boundary
X Y
316.142 288.039
344 276.1
1369 306.1
1391 312.1
1395 312.1
1401 312.1
1408 310.1
1528 306.1
1639 311.1
1721 308.1
1757 308.1
1783 310.1
1789 312.1
1797 312.1
1804 310.1
1951 314.1
2260 320.1
Material Boundary
Cross -Section A- Circular Arc (seismic).slim

91MNT RRRU 8.016
a1�
'Clien :Page 8 of 8
�
X Y
318.979 288.823
344 278.1
1369 308.1
1391 314.1
1395 314.1
1401 314.1
1408 312.1
1528 308.1
1639 313.1
1721 310.1
1757 310.1
1783 312.1
1789 314.1
1797 314.1
1804 312.1
1951 316.1
2260 322.1
Material Boundary
X Y
344 276
344 276.1
Cross -Section A- Circular Arc (seismic).slim

SEISMIC STABILITY ANALYSIS
CROSS SECTION B
CIRCULAR FAILURE

1.043
0 250 500
Material Name
Color
Unit Weight
(lbs/ft3)
Strength Type
Cohesion
(psf)
Phi
(deg)
Shear Normal Function
Water Surface
Waste
❑
60
Mohr -Coulomb
300
30
None
Protec ve Cover
■
120
Mohr -Coulomb
0
34
None
Base Liner Geosynthetics (Floor)
■
60
Shear Normal func on
Base Liner CGI - Floor
None
Compacted Clay Liner
■
115.4
Mohr -Coulomb
120
26.7
None
Subgrade
■
115.4
Mohr -Coulomb
120
26.7
Piezometric Line 1
Bedrock
■
135
Mohr -Coulomb
9000
45
Piezometric Line 1
Base Liner Geosynthetics (Sideslope)
❑
60
Shear Normal func on
Base Liner CGI - Sideslope
None
Checked By:
TDM 10/29/2018
750 1000 1250 1500 1750 2000 2250
Anson County Landfill - Phase 5 Expansion
Analysis De-nptlon
Cross -Section B: Circular Arc -Seismic
Drawn By ZLM sate 1:3156 Company Civil & Environmental Consultants, Inc.
Date 10/10/2018, 11:23:09 AM File Name Cross -Section B- Circular Arc (seismic).slim
t 0.315
2500

91MNT RPRU 8.016
a1� Page 1 of 7
Project Summary
Slide Modeler Version: 8.016
Compute Time: 00h:00m:01.888s
General Settings
Units of Measurement: Imperial Units
Time Units:
days
Permeability Units:
feet/second
Data Output:
Standard
Failure Direction:
Right to Left
Analysis Options
Slices Type:
Slide Analysis Information
Vertical
Analysis Methods Used
GLE/Morgenstern-Price with interslice force function (Half Sine)
Number of slices:
50
Tolerance:
0.005
Maximum number of iterations:
75
Check malpha < 0.2:
Yes
Create Interslice boundaries at intersections
Yes
with water tables and piezos:
Initial trial value of FS:
1
Steffensen Iteration:
Yes
Groundwater Analysis
Groundwater Method:
Water Surfaces
Pore Fluid Unit Weight [lbs/ft3]:
62.4
Use negative pore pressure cutoff:
Yes
Maximum negative pore pressure [psf]:
0
Advanced Groundwater Method:
None
Random Numbers
Pseudo -random Seed: 10116
Random Number Generation Method: Park and Miller v.3
Surface Options
Cross -Section B- Circular Arc (seismic).slim

91MNT RPRU 8.016
a1�
Page 2 of 7
Surface Type:
Circular
Search Method:
Auto Refine Search
Divisions along slope:
20
Circles per division:
10
Number of iterations:
10
Divisions to use in next iteration:
50%
Composite Surfaces:
Disabled
Minimum Elevation:
Not Defined
Minimum Depth:
Not Defined
Minimum Area:
Not Defined
Minimum Weight:
Not Defined
Seismic Loading
Advanced seismic analysis: No
Staged pseudostatic analysis: No
Seismic Load Coefficient (Horizontal): 0.315
Materials
Protective
Base Liner Geosynthetics
Compacted Clay
Base Liner Geosynthetics
Property
Waste
Subgrade
Bedrock
Cover
(Floor)
Liner
(Sideslope)
Color
7
F
F
F
E
d
F
Mohr-
Mohr-
Shear Normal function
Mohr -Coulomb
Mohr-
Mohr-
Shear Normal function
Strength Type
Coulomb
Coulomb
Coulomb
Coulomb
Unit Weight
60
120
60
115.4
115.4
135
60
[lbs/ft3]
Cohesion [psf]
300
0
120
120
9000
Friction Angle [°]
30
34
26.7
26.7
45
None
None
None
None
Piezometric
Piezometric
None
Water Surface
Line 1
Line 1
Hu Value
1
1
Ru Value
0
0
0
0
0
Shear Normal Functions
Name: Base Liner CGI - Sideslope
Normal (psf)
Shear (psf)
0
0
500
115
1000
231
2000
461
5000
776
10000
1302
16000
1302
Name: Base Liner CGI - Floor
Normal (psf)
Shear (psf)
0
0
500
244
1000
488
2000
859
5000
1833
10000
3458
16000
3458
Global Minimums
Method: gle/morgenstern-price
Cross -Section B- Circular Arc (seismic).slim

91MNT RRRU 8.016
a1� : Page 3 of 7
FS
1.042660
Center:
370.321, 1781.465
Radius:
1511.567
Left Slip Surface Endpoint:
70.156, 300.000
Right Slip Surface Endpoint:
1245.320, 548.901
Resisting Moment:
5.50337e+09 Ib-ft
Driving Moment:
5.27821e+09 lb-ft
Resisting Horizontal Force:
3.51336e+06 lb
Driving Horizontal Force:
3.36962e+06lb
Total Slice Area:
107574 ft2
Surface Horizontal Width:
1175.16ft
Surface Average Height:
91.5392 ft
Slice Data
Cross -Section B- Circular Arc (seismic).slim

91MNT RPRU 8.016
*1�
Page 4 of 7
Angle
Base
Base
Effective
Base
Effective
Base
Shear
Shear
Pore
Slice
Width
Weight
of Slice
Base
Friction
Normal
Normal
Vertical
Vertical
Cohesion
Stress
Strength
Pressure
Number
[ft]
[lbs]
Base
Material
Angle
Stress
Stress
Stress
Stress
[psfl
[psfl
[psf]
[psf]
[degrees]
[degrees]
[psfl
[psf]
[psf]
[psf]
1
24.6009
6774.46
-10.9789
Subgrade
120
26.7
279.09
290.996
339.988
0
339.988
285.845
285.845
2
24.6009
19725.4
-10.0305
Subgrade
120
26.7
574.723
599.241
952.866
0
952.866
851.211
851.211
3
24.6009
31485.8
-9.08479
Subgrade
120
26.7
851.867
888.208
1527.41
0
1527.41
1391.2
1391.2
4
24.6009
42065.4
-8.14161
Subgrade
120
26.7
1108.09
1155.36
2058.59
0
2058.59
1900.07
1900.07
5
24.6009
52591.3
-7.20065
Subgrade
120
26.7
1365.96
1424.23
2593.16
0
2593.16
2420.59
2420.59
6
24.6009
60339
-6.26164
Subgrade
120
26.7
1562.11
1628.75
2999.82
0
2999.82
2828.42
2828.42
7
22.4883
67949
-5.36451
Subgrade
120
26.7
1838.64
1917.08
3669.26
96.1572
3573.1
3496.61
3400.45
8
22.4883
81279
-4.50888
Subgrade
120
26.7
2072.12
2160.52
4335.07
277.945
4057.12
4171.66
3893.72
9
22.4883
93732.5
-3.65426
Subgrade
120
26.7
2289.8
2387.48
4944.4
436.011
4508.39
4798.17
4362.15
10
22.4883
105312
-2.80046
Subgrade
120
26.7
2523.62
2631.28
5508.27
515.143
4993.13
5384.82
4869.68
11
22.4883
116021
-1.94728
Subgrade
120
26.7
2739.02
2855.87
6012.98
573.32
5439.66
5919.85
5346.53
12
22.4883
125859
-1.09453
Subgrade
120
26.7
2935.36
3060.58
6457.28
610.58
5846.7
6401.2
5790.62
13
35.2579
214885
0
Subgrade
120
26.7
3157.33
3292.02
6930.84
623.985
6306.86
6930.84
6306.86
14
26.1403
171883
1.16377
Subgrade
120
26.7
3366.27
3509.87
7347.4
607.417
6739.98
7415.79
6808.37
15
26.1403
182125
2.15508
Subgrade
120
26.7
3538.21
3689.15
7656.62
560.158
7096.46
7789.76
7229.6
16
26.1403
191157
3.14704
Subgrade
120
26.7
3689.05
3846.42
7893.8
484.626
7409.17
8096.63
7612
17
26.1403
198819
4.13994
Subgrade
120
26.7
3817.42
3980.27
8056.03
380.751
7675.28
8332.34
7951.59
18
26.1403
205107
5.13409
Subgrade
120
26.7
3925.38
4092.84
8147.57
248.441
7899.13
8500.26
8251.82
19
26.1403
210014
6.12979
Subgrade
120
26.7
4015.25
4186.54
8172.99
87.5742
8085.41
8604.21
8516.63
20
22.0972
180360
7.05006
Subgrade
120
26.7
4033.04
4205.09
8122.32
0
8122.32
8621.09
8621.09
21
22.0972
182033
7.89486
Subgrade
120
26.7
3977.66
4147.35
8007.52
0
8007.52
8559.1
8559.1
22
22.0972
182857
8.74139
Subgrade
120
26.7
3903
4069.5
7852.7
0
7852.7
8452.83
8452.83
23
22.0972
182829
9.58984
Subgrade
120
26.7
3811.09
3973.67
7662.16
0
7662.16
8306.06
8306.06
24
13.5777
111982
10.2761
Compacted Clay
120
26.7
3727.01
3886
7487.82
0
7487.82
8163.53
8163.53
Liner
25
0.656827
5407.82
10.5503
Base Liner
208
18.0042
2354.06
2454.48
6912.26
0
6912.26
7350.7
7350.7
Geosynthetics
(Floor)
26
12.7453
104618
10.8089
Protective Cover
0
34
5069.43
5285.69
7836.39
0
7836.39
8804.25
8804.25
27
24.3816
200802
11.5264
Waste
300
30
4443.74
4633.31
7505.5
0
7505.5
8411.72
8411.72
28
24.3816
203136
12.4713
Waste
300
30
4370.06
4556.49
7372.48
0
7372.48
8339
8339
29
24.3816
204851
13.4196
Waste
300
30
4286.5
4469.36
7221.52
0
7221.52
8244.26
8244.26
30
24.3816
205941
14.3717
Waste
300
30
4195.2
4374.17
7056.69
0
7056.69
8131.63
8131.63
31
24.3816
206398
15.3279
Waste
300
30
4098.1
4272.92
6881.32
0
6881.32
8004.57
8004.57
32
24.3816
206214
16.2884
Waste
300
30
3996.78
4167.28
6698.31
0
6698.31
7866.17
7866.17
33
24.3816
205378
17.2537
Waste
300
30
3892.52
4058.57
6510.02
0
6510.02
7718.95
7718.95
34
24.3816
203883
18.2241
Waste
300
30
3786.26
3947.78
6318.16
0
6318.16
7564.78
7564.78
35
24.3816
201715
19.1999
Waste
300
30
3678.63
3835.56
6123.78
0
6123.78
7404.81
7404.81
36
24.3816
198864
20.1815
Waste
300
30
3569.94
3722.23
5927.47
0
5927.47
7239.65
7239.65
37
24.3816
195318
21.1694
Waste
300
30
3460.18
3607.79
5729.27
0
5729.27
7069.26
7069.26
38
24.3816
191061
22.1639
Waste
300
30
3349.08
3491.95
5528.62
0
5528.62
6892.9
6892.9
39
24.3816
186080
23.1655
Waste
300
30
3236.11
3374.16
5324.61
0
5324.61
6709.3
6709.3
40
24.3816
180359
24.1746
Waste
300
30
3120.52
3253.64
5115.84
0
5115.84
6516.6
6516.6
41
24.3816
173879
25.1918
Waste
300
30
3001.36
3129.4
4900.65
0
4900.65
6312.46
6312.46
42
24.3816
162751
26.2176
Waste
300
30
2814.03
2934.08
4562.36
0
4562.36
5948.11
5948.11
43
24.3816
146881
27.2525
Waste
300
30
2556.28
2665.33
4096.88
0
4096.88
5413.59
5413.59
44
24.3816
130192
28.2971
Waste
300
30
2290.45
2388.16
3616.78
0
3616.78
4849.91
4849.91
45
24.3816
112659
29.352
Waste
300
30
2014.28
2100.21
3118.05
0
3118.05
4250.82
4250.82
46
24.3816
94257.4
30.4181
Waste
300
30
1725.44
1799.05
2596.44
0
2596.44
3609.48
3609.48
47
24.3816
74957.9
31.4959
Waste
300
30
1421.54
1482.18
2047.6
0
2047.6
2918.57
2918.57
48
24.3816
54729.9
32.5862
Waste
300
30
1100.03
1146.96
1466.97
0
1466.97
2170.1
2170.1
49
24.3816
33539.5
33.69
Waste
300
30
758.293
790.642
849.815
0
849.815
1355.34
1355.34
50
24.3816
11349.6
34.8082
Waste
300
30
393.578
410.368
191.163
0
191.163
464.791
464.791
Interstice Data
Global Minimum Quer,
Factor: 1.04266
Cross -Section B- Circular Arc (seismic).slim

91MNT RRRU 8.111
*1�
:Page 5 of 7
�
'eien�
X
Y
Interslice
Interslice
Interslice
Slice
coordinate
coordinate - Bottom
Normal Force
Shear Force
Force Angle
Number
[ft]
IN
[Ibs]
[Ibs]
[degrees]
1
70.1564
300
0
0
0
2
94.7573
295.227
6383.53
251.711
2.25808
3
119.358
290.876
18514.7
1456.96
4.49945
4
143.959
286.942
35650.3
4192.93
6.7079
5
168.56
283.423
57020.1
8896.54
8.86805
6
193.161
280.315
82259.4
15938.7
10.9658
7
217.762
277.616
109942
25359.3
12.9887
8
240.25
275.504
137809
36316
14.7632
9
262.738
273.731
166689
49245.8
16.459
10
285.227
272.294
195976
63942.6
18.0704
11
307.715
271.194
225854
80390.8
19.5928
12
330.204
270.43
255762
98294
21.0227
13
352.692
270
285181
117297
22.3577
14
387.95
270
329283
148374
24.2562
15
414.09
270.531
359605
171589
25.5086
16
440.23
271.515
387585
194333
26.6289
17
466.371
272.952
412865
216003
27.6177
18
492.511
274.844
435205
236061
28.476
19
518.651
277.193
454505
254068
29.2052
20
544.792
280
470809
269706
29.8065
21
566.889
282.733
481295
280302
30.2161
22
588.986
285.797
487685
287682
30.5361
23
611.083
289.195
490014
291724
30.7669
24
633.18
292.928
488387
292401
30.9093
25
646.758
295.39
485498
291173
30.9528
26
647.415
295.512
484502
290590
30.9541
27
660.16
297.945
497363
298412
30.9633
28
684.542
302.918
505595
302578
30.8988
29
708.924
308.31
508851
302457
30.7269
30
733.305
314.127
507266
298170
30.4469
31
757.687
320.375
501028
289949
30.0583
32
782.069
327.058
490367
278117
29.5602
33
806.45
334.182
475548
263076
28.9516
34
830.832
341.754
456864
245291
28.2314
35
855.214
349.782
434626
225274
27.3985
36
879.595
358.273
409162
203570
26.4517
37
903.977
367.234
380808
180742
25.3903
38
928.358
376.676
349908
157358
24.214
39
952.74
386.608
316815
133977
22.9229
40
977.122
397.041
281885
111138
21.5177
41
1001.5
407.986
245486
89349.8
20
42
1025.89
419.454
207996
69081.7
18.3729
43
1050.27
431.461
170852
51063.9
16.6402
44
1074.65
444.02
135723
35879.2
14.8077
45
1099.03
457.146
103317
23629.9
12.8827
46
1123.41
470.858
74395.4
14291.1
10.8739
47
1147.79
485.173
49783.4
7699.79
8.79203
48
1172.17
500.111
30389.2
3542.7
6.64939
49
1196.56
515.696
17221.1
1343.16
4.45976
50
1220.94
531.95
11409.5
445.887
2.238
51
1245.32
548.901
0
0
0
Entity Information
Piezoline
Cross -Section B- Circular Arc (seismic).slim

IUD EINTERRRET 8.111
Page 6 of 7
X Y
0 274
134 274
273 280
547 280
796 280
806 281
1050 289
1244 281
1320 280
1590 280
External Boundary
X Y
0 150
1590 150
1590 280
1590 316
1590 318
1590 318.1
1590 320.1
1590 560
1434 560
1026 536
180.158 300.878
177.15 300.042
177 300
0 300
0 270
Material Boundary
X
Y
177
300
208
288
400
287
551.233
292.142
900
304
1590
318
Material Boundary
X Y
0 270
123 270
604 270
806 281
1050 289
1244 281
1320 280
1590 280
Material Boundary
X
Y
177
298
208
286
400
285
551.233
290.142
900
302
1590
316
Cross -Section B- Circular Arc (seismic).slim

91MNT RRRU 8.016
a1� Page 7 of 7
Material Boundary
X Y
177.15 300.042
208 288.1
400 287.1
551.233 292.242
900 304.1
1590 318.1
Material Boundary
X Y
180.158 300.878
208 290.1
400 289.1
551.233 294.242
900 306.1
1590 320.1
Material Boundary
X Y
208 288
208 288.1
Material Boundary
X Y
177 298
177 300
Cross -Section B- Circular Arc (seismic).slim

SEISMIC STABILITY ANALYSIS
CROSS SECTION C
CIRCULAR FAILURE

Color
Unit Weight
(lbs/ft3)
Strength Type
Cohesion
(psf)
Phi
(deg)
Shear Normal Function
Water Surface
■
60
Mohr -Coulomb
300
30
None
■
120
Mohr -Coulomb
0
34
None
(Floor)
■
60
Shear Normal function
Base Liner CGI - Floor
None
!r
■
115.4
Mohr -Coulomb
120
26.7
None
■
115.4
Mohr -Coulomb
120
26.7
Piezometric Line 1
■
135
Mohr -Coulomb
9000
45
Piezometric Line 1
deslope)
❑
60
Shear Normal function
Base Liner CGI - Sideslope
None
4
0
Checked By:
TDM 10/29/2018
t 0.315
0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200
Project
Anson County Landfill - Phase 5 Expansion
Analysis Description
Cross -Section C: Circular Arc -Seismic
Drawn By ZLM scale 1:2750 Company Civil & Environmental Consultants, Inc.
SLIDEINTERPRET 8.016
Date 10/10/2018, 11:34:21 AM File Name Cross -Section C- Circular Arc (seismic).slim

91MNT RPRU 8.016
a1� : Page 1 of 8
Project Summary
Slide Modeler Version: 8.016
Compute Time: 00h:00m:01.938s
General Settings
Units of Measurement: Imperial Units
Time Units:
days
Permeability Units:
feet/second
Data Output:
Standard
Failure Direction:
Right to Left
Analysis Options
Slices Type:
Slide Analysis Information
Vertical
Analysis Methods Used
GLE/Morgenstern-Price with interslice force function (Half Sine)
Number of slices:
50
Tolerance:
0.005
Maximum number of iterations:
75
Check malpha < 0.2:
Yes
Create Interslice boundaries at intersections
Yes
with water tables and piezos:
Initial trial value of FS:
1
Steffensen Iteration:
Yes
Groundwater Analysis
Groundwater Method:
Water Surfaces
Pore Fluid Unit Weight [lbs/ft3]:
62.4
Use negative pore pressure cutoff:
Yes
Maximum negative pore pressure [psf]:
0
Advanced Groundwater Method:
None
Random Numbers
Pseudo -random Seed: 10116
Random Number Generation Method: Park and Miller v.3
Surface Options
Cross -Section C- Circular Arc (seismic).slim

91MNT RPRU 8.016
a1�
: Page 2 of 8
Surface Type:
Circular
Search Method:
Auto Refine Search
Divisions along slope:
20
Circles per division:
10
Number of iterations:
10
Divisions to use in next iteration:
50%
Composite Surfaces:
Disabled
Minimum Elevation:
Not Defined
Minimum Depth:
Not Defined
Minimum Area:
Not Defined
Minimum Weight:
Not Defined
Seismic Loading
Advanced seismic analysis: No
Staged pseudostatic analysis: No
Seismic Load Coefficient (Horizontal): 0.315
Materials
Protective
Base Liner Geosynthetics
Compacted Clay
Base Liner Geosynthetics
Property
Waste
Subgrade
Bedrock
Cover
(Floor)
Liner
(Sideslope)
Color
7
F
F
F
E
d
F
Mohr-
Mohr-
Shear Normal function
Mohr -Coulomb
Mohr-
Mohr-
Shear Normal function
Strength Type
Coulomb
Coulomb
Coulomb
Coulomb
Unit Weight
60
120
60
115.4
115.4
135
60
[lbs/ft3]
Cohesion [psf]
300
0
120
120
9000
Friction Angle [°]
30
34
26.7
26.7
45
None
None
None
None
Piezometric
Piezometric
None
Water Surface
Line 1
Line 1
Hu Value
1
1
Ru Value
0
0
0
0
0
Shear Normal Functions
Name: Base Liner CGI - Sideslope
Normal (psf)
Shear (psf)
0
0
500
115
1000
231
2000
461
5000
776
10000
1302
16000
1302
Name: Base Liner CGI - Floor
Normal (psf)
Shear (psf)
0
0
500
244
1000
488
2000
859
5000
1833
10000
3458
16000
3458
Global Minimums
Method: gle/morgenstern -price
Cross -Section C- Circular Arc (seismic).slim

91MNT RRRU 8.016
a1� : Page 3 of 8
FS
1.030470
Center:
337.797, 1489.256
Radius:
1205.446
Left Slip Surface Endpoint:
153.380, 298.000
Right Slip Surface Endpoint:
1059.887, 524.017
Resisting Moment:
2.48361e+09 lb-ft
Driving Moment:
2.41017e+09 Ib-ft
Resisting Horizontal Force:
1.97383e+06 lb
Driving Horizontal Force:
1.91547e+06lb
Total Slice Area:
59763.8 ft2
Surface Horizontal Width:
906.507 ft
Surface Average Height:
65.9275 ft
Slice Data
Cross -Section C- Circular Arc (seismic).slim

RPRUI.016
�91MNT
*
:
Page 4 of 8
Angle
Base
Base
Effective
Base
Effective
Base
Shear
Shear
Pore
Slice
Width
Weight
of Slice
Base
Friction
Normal
Normal
Vertical
Vertical
Cohesion
Stress
Strength
Pressure
Number
[ft]
[lbs]
Base
Material
Angle
Stress
Stress
Stress
Stress
[psfl
[psfl
[psfl
[psfl
[degrees]
[degrees]
[psf]
[psf]
[psf]
[psf]
1
18.1868
2805.66
-8.36316
Subgrade
120
26.7
210.43
216.842
192.549
0
192.549
161.613
161.613
2
18.1868
8120.63
-7.49036
Subgrade
120
26.7
373.082
384.45
525.8
0
525.8
476.746
476.746
3
18.1868
12844.6
-6.6193
Subgrade
120
26.7
521.618
537.512
830.129
0
830.129
769.598
769.598
4
18.1868
18036.5
-5.74977
Subgrade
120
26.7
686.146
707.053
1167.22
0
1167.22
1098.14
1098.14
5
21.4184
26955.6
-4.80455
Compacted Clay Liner
120
26.7
843.011
868.698
1488.62
0
1488.62
1417.76
1417.76
6
20.8538
37648.2
-3.79704
Subgrade
120
26.7
1151.43
1186.51
2120.51
0
2120.51
2044.09
2044.09
7
20.8538
48278.9
-2.80414
Subgrade
120
26.7
1438.56
1482.39
2708.81
0
2708.81
2638.35
2638.35
8
20.8538
58038.2
-1.81209
Subgrade
120
26.7
1699.21
1750.98
3242.84
0
3242.84
3189.08
3189.08
9
20.8538
66927.8
-
Subgrade
120
26.7
1930.96
1989.8
3717.68
0
3717.68
3690.02
3690.02
0.820583
10
20.8538
74948.7
0.170678
Subgrade
120
26.7
2131.92
2196.88
4129.42
0
4129.42
4135.77
4135.77
11
20.8538
82101.4
1.16199
Subgrade
120
26.7
2300.79
2370.89
4475.4
0
4475.4
4522.07
4522.07
12
20.8538
88385.1
2.15365
Subgrade
120
26.7
2436.87
2511.12
4754.21
0
4754.21
4845.85
4845.85
13
20.8538
93798.6
3.14596
Subgrade
120
26.7
2540.14
2617.54
4965.8
0
4965.8
5105.41
5105.41
14
20.8538
98339.9
4.13921
Subgrade
120
26.7
2611.17
2690.73
5111.31
0
5111.31
5300.28
5300.28
15
20.8538
102006
5.13371
Subgrade
120
26.7
2651.1
2731.88
5193.15
0
5193.15
5431.33
5431.33
16
20.8906
104980
6.13065
Compacted Clay Liner
120
26.7
2661.53
2742.63
5214.53
0
5214.53
5500.41
5500.41
17
0.952704
4845.83
6.65278
Base Liner
209.667
17.9869
1731.79
1784.56
4850.8
0
4850.8
5052.79
5052.79
Geosynthetics (Floor)
18
16.1094
82730.3
7.06135
Protective Cover
0
34
3646.8
3757.92
5571.35
0
5571.35
6023.08
6023.08
19
0.555058
2914.19
7.46042
Base Liner
251
5.99411
701.609
722.987
4495.11
0
4495.11
4586.99
4586.99
Geosynthetics
(Sideslope)
20
11.4248
61231.5
7.74775
Compacted Clay Liner
120
26.7
2722.35
2805.3
5339.12
0
5339.12
5709.51
5709.51
21
18.2069
102376
8.45922
Subgrade
120
26.7
2793.25
2878.36
5484.39
0
5484.39
5899.81
5899.81
22
18.2069
106313
9.33518
Subgrade
120
26.7
2825.96
2912.07
5551.43
0
5551.43
6015.98
6015.98
23
4.34917
24823.1
9.87861
Compacted Clay Liner
120
26.7
2726.47
2809.55
5347.56
0
5347.56
5822.36
5822.36
24
0.220981
1252.39
9.98885
Base Liner
251
5.99411
707.141
728.688
4549.43
0
4549.43
4673.97
4673.97
Geosynthetics
(Sideslope)
25
5.78438
32546.8
10.1338
Protective Cover
0
34
3650.97
3762.22
5577.73
0
5577.73
6230.29
6230.29
26
20.2841
114473
10.7642
Waste
300
30
3314.81
3415.81
5396.75
0
5396.75
6026.93
6026.93
27
20.2841
116613
11.7473
Waste
300
30
3278.14
3378.02
5331.29
0
5331.29
6012.98
6012.98
28
20.2841
118310
12.7339
Waste
300
30
3228.17
3326.53
5242.12
0
5242.12
5971.62
5971.62
29
20.2841
119559
13.7243
Waste
300
30
3167.16
3263.66
5133.21
0
5133.21
5906.71
5906.71
30
20.2841
120356
14.719
Waste
300
30
3097.18
3191.55
5008.31
0
5008.31
5821.93
5821.93
31
20.2841
120693
15.7182
Waste
300
30
3020.12
3112.14
4870.75
0
4870.75
5720.7
5720.7
32
20.2841
120564
16.7223
Waste
300
30
2937.61
3027.12
4723.51
0
4723.51
5606.08
5606.08
33
20.2841
119962
17.7318
Waste
300
30
2851.01
2937.88
4568.95
0
4568.95
5480.57
5480.57
34
20.2841
118879
18.747
Waste
300
30
2761.38
2845.52
4408.96
0
4408.96
5346.16
5346.16
35
20.2841
117307
19.7683
Waste
300
30
2669.43
2750.77
4244.86
0
4244.86
5204.25
5204.25
36
20.2841
115236
20.7962
Waste
300
30
2575.61
2654.09
4077.39
0
4077.39
5055.58
5055.58
37
20.2841
112657
21.8312
Waste
300
30
2480.02
2555.59
3906.79
0
3906.79
4900.29
4900.29
38
20.2841
109558
22.8737
Waste
300
30
2382.51
2455.11
3732.76
0
3732.76
4737.89
4737.89
39
20.2841
105928
23.9243
Waste
300
30
2282.69
2352.24
3554.58
0
3554.58
4567.28
4567.28
40
20.2841
101754
24.9835
Waste
300
30
2179.87
2246.29
3371.08
0
3371.08
4386.81
4386.81
41
20.2841
97021.5
26.0519
Waste
300
30
2073.23
2136.4
3180.74
0
3180.74
4194.25
4194.25
42
20.2841
91716.1
27.1302
Waste
300
30
1961.73
2021.5
2981.73
0
2981.73
3986.9
3986.9
43
20.2841
85821.1
28.2189
Waste
300
30
1844.18
1900.37
2771.92
0
2771.92
3761.54
3761.54
44
20.2841
79318.6
29.3189
Waste
300
30
1719.23
1771.62
2548.91
0
2548.91
3514.45
3514.45
45
20.2841
72189.1
30.4309
Waste
300
30
1585.43
1633.74
2310.1
0
2310.1
3241.42
3241.42
46
20.2841
64411.1
31.5557
Waste
300
30
1441.17
1485.08
2052.62
0
2052.62
2937.7
2937.7
47
20.2841
55961.4
32.6942
Waste
300
30
1284.71
1323.86
1773.37
0
1773.37
2597.96
2597.96
48
20.2841
46814.2
33.8475
Waste
300
30
1114.18
1148.13
1469.01
0
1469.01
2216.22
2216.22
49
20.2841
32377.6
35.0166
Waste
300
30
838.7
864.255
977.319
0
977.319
1564.94
1564.94
50
20.2841
10933.8
36.2026
Waste
300
30
420.185
432.988
230.342
0
230.342
537.899
537.899
Interslice Data
Global Minimum Query (gle/morgenstern-price) - Safety Factor: 1.03047
Cross -Section C- Circular Arc (seismic).slim

91MNT RRRU 8.111
*1�
: Page 5 of 8
X
Y
Interslice
Interslice
Interslice
Slice
coordinate
coordinate - Bottom
Normal Force
Shear Force
Force Angle
Number
[ft]
IN
[Ibs]
[Ibs]
[degrees]
1
153.38
298
0
0
0
2
171.567
295.326
3472.82
131.244
2.16428
3
189.754
292.935
8983.43
677.653
4.31386
4
207.94
290.825
16212.5
1828.37
6.43436
5
226.127
288.993
25195.3
3770.99
8.51229
6
247.546
287.193
37509.7
7214.88
10.8877
7
268.399
285.809
52689.4
12270.5
13.1096
8
289.253
284.788
70363.2
19153.1
15.2272
9
310.107
284.128
89792.1
27844.8
17.2288
10
330.961
283.829
110243
38186.4
19.1053
11
351.815
283.891
131008
49894.9
20.8495
12
372.668
284.314
151418
62586.8
22.4572
13
393.522
285.099
170862
75805.2
23.9251
14
414.376
286.245
188799
89051.4
25.252
15
435.23
287.754
204771
101816
26.4374
16
456.083
289.627
218408
113609
27.482
17
476.974
291.871
229454
124006
28.3885
18
477.927
291.982
229045
123981
28.4265
19
494.036
293.978
250841
139191
29.0258
20
494.591
294.051
249987
138826
29.0449
21
506.016
295.605
253623
143015
29.4181
22
524.223
298.313
257576
148285
29.9288
23
542.43
301.306
259122
151641
30.3366
24
546.779
302.063
259156
152161
30.4189
25
547
302.102
258742
151941
30.4227
26
552.784
303.136
263923
155604
30.5228
27
573.069
306.992
274550
163617
30.7927
28
593.353
311.21
282079
169068
30.937
29
613.637
315.794
286516
171859
30.9563
30
633.921
320.748
287916
171978
30.8507
31
654.205
326.077
286382
169499
30.6197
32
674.489
331.785
282055
164575
30.2629
33
694.773
337.879
275108
157424
29.7793
34
715.057
344.365
265740
148320
29.1676
35
735.341
351.25
254168
137580
28.4265
36
755.626
358.54
240627
125554
27.5546
37
775.91
366.243
225362
112609
26.5504
38
796.194
374.369
208627
99122.8
25.4133
39
816.478
382.927
190687
85467.8
24.1424
40
836.762
391.926
171813
72004.2
22.7378
41
857.046
401.377
152286
59070.3
21.2008
42
877.33
411.293
132400
46972.8
19.5336
43
897.614
421.686
112464
35979.2
17.7404
44
917.899
432.571
92810.1
26309.3
15.8267
45
938.183
443.963
73795.7
18126.5
13.8004
46
958.467
455.878
55813.4
11529.6
11.6716
47
978.751
468.336
39299.4
6543.25
9.45289
48
999.035
481.355
24743.1
3107.69
7.15876
49
1019.32
494.958
12700.4
1067.83
4.80604
50
1039.6
509.17
5689.86
239.789
2.4132
51
1059.89
524.017
0
0
0
Entity Information
Piezoline
Cross -Section C- Circular Arc (seismic).slim

IUD EINTERRRET 8.111
Page 6 of 8
X Y
0 279
140 280
206 279
580 280
592 279
683 280
733 290
799 290
867 280
1060 279
External Boundary
X Y
0 150
1060 150
1060 279
1060 300
1060 302
1060 302.1
1060 304.1
1060 524
1021 530
212.022 298.864
209.144 298.041
209 298
0 298
0 279
Material Boundary
X
Y
209
298
231
289
488
292
533
306
547
302
559
300
749
297
914
301
921
302
933
306
944
306
1060
302
Material Boundary
X Y
0 279
206 279
580 280
592 279
683 280
733 290
799 290
867 280
1060 279
Material Boundary
F-1
Cross -Section C- Circular Arc (seismic).slim

SLIDE INTERPRET 8.111
Page 7 of 8
X Y
209 296
231 287
488 290
533 304
547 300
559 298
749 295
914 299
921 300
933 304
944 304
1060 300
Material Boundary
X
Y
209.144
298.041
231
289.1
488
292.1
533
306.1
547
302.1
559
300.1
749
297.1
914
301.1
921
302.1
933
306.1
944
306.1
1060
302.1
Material Boundary
X
Y
212.022
298.864
231
291.1
488
294.1
533
308.1
547
304.1
559
302.1
749
299.1
914
303.1
921
304.1
933
308.1
944
308.1
1060
304.1
Material Boundary
X Y
231 289
231 289.1
Material Boundary
X Y
209 296
209 298
Material Boundary
X Y
488 292
488 292.1
Cross -Section C- Circular Arc (seismic).slim

SUDEINTERPRET 8.016
Page 8 of 8
Material Boundary
X Y
559 300
559 300.1
Cross -Section C- Circular Arc (seismic).slim

SEISMIC STABILITY ANALYSIS
INTERIM SECTION
CIRCULAR FAILURE

Material Name
Color
Unit Weight
Strength Type
Cohesion
Phi
Shear Normal Function
Water Surface
Qft3)
lip.)
(deg)
Waste
❑
60
Mohr -Coulomb
300
30
None
Protective Cover
■
120
Mohr -Coulomb
0
34
None
Base Liner Geosynthetics(Floor)
■
60
Shear Normal function
Base Liner CGl - Floor
None
Compacted Clay Liner
■
115.4
Mohr -Coulomb
120
26.7
None
Subgrade
■
115.4
Mohr -Coulomb
120
26.7
Piezometric Line 1
Bedrock
■
135
Mohr -Coulomb
9000
45
Piezometric Line 1
Base Liner Georynthedcs)Sideslope)
❑
60
1 Shear Normal function
Base Liner CGl- Sideslope
I None
1
0 200 400
Checked By:
TDM 10/29/2018
600
Analysis Description
Drawn By
Date
800
1.025
1000 1200 1400 1600 1800
Anson County Landfill - Phase 5 Expansion
1
2000
Interim Section: Circular Arc - Seismic
ZLM scale 1:2780 Company Civil & Environmental Consultants, Inc.
10/12/2018, 9:48:14 AM File Name Interim Section- Circular Arc (seismic).slim
t 0.31
2200

SLIDE INTERPRET 1.111
Page 1 of 8
Slide Analysis Information
Project Summary
Slide Modeler Version: 8.016
Compute Time: 00h:00m:02.226s
General Settings
Units of Measurement:
Imperial Units
Time Units:
days
Permeability Units:
feet/second
Data Output:
Standard
Failure Direction:
Right to Left
Analysis Options
Slices Type: Vertical
Analysis Methods Used
GLE/Morgenstern -Price with interslice force function (Half Sine)
Number of slices:
50
Tolerance:
0.005
Maximum number of iterations:
75
Check malpha < 0.2:
Yes
Create Interslice boundaries at intersections
Yes
with water tables and piezos:
Initial trial value of FS:
1
Steffensen Iteration:
Yes
Groundwater Analysis
Groundwater Method:
Water Surfaces
Pore Fluid Unit Weight [lbs/ft3]:
62.4
Use negative pore pressure cutoff:
Yes
Maximum negative pore pressure [psf]:
0
Advanced Groundwater Method:
None
Random Numbers
Pseudo -random Seed: 10116
Random Number Generation Method: Park and Miller v.3
Surface Options
Interim Section- Circular Arc (seismic).slim

91MNT RPRU 8.016
a1�
: Page 2 of 8
Surface Type:
Circular
Search Method:
Auto Refine Search
Divisions along slope:
20
Circles per division:
10
Number of iterations:
10
Divisions to use in next iteration:
50%
Composite Surfaces:
Disabled
Minimum Elevation:
Not Defined
Minimum Depth:
Not Defined
Minimum Area:
Not Defined
Minimum Weight:
Not Defined
Seismic Loading
Advanced seismic analysis: No
Staged pseudostatic analysis: No
Seismic Load Coefficient (Horizontal): 0.31
Materials
Protective
Base Liner Geosynthetics
Compacted Clay
Base Liner Geosynthetics
Property
Waste
Subgrade
Bedrock
Cover
(Floor)
Liner
(Sideslope)
Color
C
C
w
C
C
im
C
Mohr-
Mohr-
Shear Normal function
Mohr -Coulomb
Mohr-
Mohr-
Shear Normal function
Strength Type
Coulomb
Coulomb
Coulomb
Coulomb
Unit Weight [lbs/
60
120
60
115.4
115.4
135
60
ft3]
Cohesion [psf]
300
0
120
120
9000
Friction Angle [°]
30
34
26.7
26.7
45
Water Surface
None
None
None
None
Piezometric
Piezometric
None
Line 1
Line 1
Hu Value
1
1
Ru Value
0
0
0
0
0
Shear Normal Functions
Name: Base Liner CGI - Sideslope
Normal (psf)
Shear (psf)
0
0
500
115
1000
231
2000
461
5000
776
10000
1302
16000
1302
Name: Base Liner CGI - Floor
Normal (psf)
Shear (psf)
0
0
500
244
1000
488
2000
859
5000
1833
10000
3458
16000
3458
Global Minimums
Method: gle/morgenstern-price
Interim Section- Circular Arc (seismic).slim

91MNT RRRU 8.016
a1� : Page 3 of 8
FS 1.024590
Center:
1041.911, 1586.896
Radius:
1304.894
Left Slip Surface Endpoint:
869.263, 293.474
Right Slip Surface Endpoint:
1835.277, 550.885
Resisting Moment:
3.03575e+09 lb-ft
Driving Moment:
2.96289e+09 lb-ft
Resisting Horizontal Force:
2.2285e+06 lb
Driving Horizontal Force:
2.17501e+06lb
Total Slice Area:
66668.4 ft2
Surface Horizontal Width:
966.015 ft
Surface Average Height:
69.0139 ft
Slice Data
Global Minimum Query (gle/morgenstern-price) - Safety Factor: 1.02459
Interim Section- Circular Arc (seismic).slim

SUDQNMRPRU 8.016
Page 4 of 8
Angle
Base
Base
Effective
Base
Effective
Base
Shear
Shear
Pore
Slice
Width
Weight
of Slice
Base
Friction
Normal
Normal
Vertical
Vertical
Cohesion
Stress
Strength
Pressure
Number
[ft]
[lbs]
Base
Material
Angle
Stress
Stress
Stress
Stress
[psf]
[psf]
[psf]
[psf]
[degrees]
[degrees]
[psf]
[psf]
[psf]
[psf]
1
12.6768
1521.22
-7.32238
Protective Cover
0
34
87.5345
89.687
132.966
0
132.966
121.718
121.718
2
0.655582
159.306
-7.02728
Base Liner
1.42109e-
26.0124
124.919
127.991
262.276
0
262.276
246.878
246.878
Geosynthetics
14
(Floor)
3
13.6099
4918.6
-6.71192
Compacted Clay
120
26.7
320.657
328.542
414.64
0
414.64
376.903
376.903
Liner
4
21.1527
14461.5
-5.94416
Subgrade
120
26.7
499.532
511.816
779.038
0
779.038
727.027
727.027
5
21.1527
27018.7
-5.01108
Subgrade
120
26.7
828.219
848.585
1448.63
0
1448.63
1376.01
1376.01
6
21.1527
39521.3
-4.07933
Subgrade
120
26.7
1159.48
1187.99
2123.46
0
2123.46
2040.77
2040.77
7
21.1527
51180.4
-3.14866
Subgrade
120
26.7
1470.8
1506.97
2757.69
0
2757.69
2676.78
2676.78
8
21.1527
61998.6
-2.21882
Subgrade
120
26.7
1759.46
1802.72
3345.71
0
3345.71
3277.54
3277.54
9
20.9069
71089
-1.29496
Subgrade
120
26.7
1995.64
2044.71
3871.5
44.6459
3826.85
3826.39
3781.74
10
20.9069
80028.7
-
Subgrade
120
26.7
2182.33
2235.99
4330.7
123.525
4207.18
4316.35
4192.83
0.376835
11
20.9069
88160.1
0.541193
Subgrade
120
26.7
2351.43
2409.25
4732.7
181.033
4551.67
4754.91
4573.88
12
20.9069
95483
1.45936
Subgrade
120
26.7
2526.33
2588.45
5084.85
176.891
4907.96
5149.21
4972.32
13
20.9069
101997
2.3779
Subgrade
120
26.7
2683.46
2749.45
5379.9
151.823
5228.08
5491.33
5339.51
14
20.9069
107700
3.29706
Subgrade
120
26.7
2822.99
2892.41
5618.11
105.795
5512.31
5780.73
5674.94
15
20.9069
112592
4.21706
Subgrade
120
26.7
2945.43
3017.86
5800.51
38.7573
5761.75
6017.69
5978.93
16
19.1486
106729
5.09938
Subgrade
120
26.7
3020.63
3094.91
5914.95
0
5914.95
6184.5
6184.5
17
19.1486
109520
5.94411
Subgrade
120
26.7
3045.43
3120.32
5965.48
0
5965.48
6282.56
6282.56
18
19.1486
111680
6.79014
Subgrade
120
26.7
3047.29
3122.22
5969.24
0
5969.24
6332.08
6332.08
19
19.1486
113206
7.63767
Subgrade
120
26.7
3027.57
3102.02
5929.09
0
5929.09
6335.08
6335.08
20
19.1486
114093
8.48688
Subgrade
120
26.7
2987.85
3061.32
5848.17
0
5848.17
6294
6294
21
19.1486
114339
9.33797
Subgrade
120
26.7
2929.77
3001.81
5729.85
0
5729.85
6211.61
6211.61
22
13.4929
80385.3
10.0649
Compacted Clay
120
26.7
2868.04
2938.56
5604.09
0
5604.09
6113.15
6113.15
Liner
23
0.649733
3864.64
10.3802
Base Liner
208
18.0042
1849.45
1894.93
5190.56
0
5190.56
5529.33
5529.33
Geosynthetics
(Floor)
24
12.5598
74438.4
10.6753
Protective Cover
0
34
3836.71
3931.05
5828.03
0
5828.03
6551.27
6551.27
25
20.9756
124931
11.4257
Waste
300
30
3465.56
3550.78
5630.49
0
5630.49
6330.89
6330.89
26
20.9756
126914
12.367
Waste
300
30
3423.9
3508.09
5556.55
0
5556.55
6307.28
6307.28
27
20.9756
128441
13.3117
Waste
300
30
3369.31
3452.16
5459.72
0
5459.72
6256.91
6256.91
28
20.9756
129508
14.2601
Waste
300
30
3303.87
3385.11
5343.56
0
5343.56
6183.25
6183.25
29
20.9756
130108
15.2124
Waste
300
30
3229.52
3308.93
5211.63
0
5211.63
6089.83
6089.83
30
20.9756
130236
16.1691
Waste
300
30
3148.02
3225.43
5067
0
5067
5979.75
5979.75
31
20.9756
129885
17.1305
Waste
300
30
3060.9
3136.17
4912.39
0
4912.39
5855.83
5855.83
32
20.9756
129048
18.0969
Waste
300
30
2969.47
3042.49
4750.12
0
4750.12
5720.51
5720.51
33
20.9756
127716
19.0686
Waste
300
30
2874.72
2945.41
4581.98
0
4581.98
5575.68
5575.68
34
20.9756
125881
20.046
Waste
300
30
2777.39
2845.69
4409.25
0
4409.25
5422.67
5422.67
35
20.9756
123535
21.0296
Waste
300
30
2677.91
2743.76
4232.71
0
4232.71
5262.25
5262.25
36
20.9756
120667
22.0197
Waste
300
30
2576.45
2639.8
4052.65
0
4052.65
5094.64
5094.64
37
20.9756
117265
23.0168
Waste
300
30
2472.9
2533.71
3868.91
0
3868.91
4919.45
4919.45
38
20.9756
113320
24.0213
Waste
300
30
2366.95
2425.15
3680.88
0
3680.88
4735.76
4735.76
39
20.9756
108817
25.0338
Waste
300
30
2258.03
2313.55
3487.57
0
3487.57
4542.12
4542.12
40
20.9756
103744
26.0546
Waste
300
30
2145.37
2198.12
3287.64
0
3287.64
4336.54
4336.54
41
20.9756
98084.8
27.0844
Waste
300
30
2028.05
2077.92
3079.44
0
3079.44
4116.55
4116.55
42
20.9756
91824.3
28.1238
Waste
300
30
1904.99
1951.83
2861.05
0
2861.05
3879.23
3879.23
43
20.9756
84945
29.1734
Waste
300
30
1774.94
1818.59
2630.27
0
2630.27
3621.18
3621.18
44
20.9756
77427.9
30.2338
Waste
300
30
1636.58
1676.82
2384.72
0
2384.72
3338.52
3338.52
45
20.9756
69252.4
31.3058
Waste
300
30
1488.4
1525
2121.75
0
2121.75
3026.92
3026.92
46
20.9756
60396.2
32.3902
Waste
300
30
1328.8
1361.48
1838.53
0
1838.53
2681.5
2681.5
47
20.9756
50834.8
33.4877
Waste
300
30
1156.06
1184.49
1531.98
0
1531.98
2296.8
2296.8
48
20.9756
40541.4
34.5993
Waste
300
30
968.295
992.105
1198.76
0
1198.76
1866.73
1866.73
49
20.9756
27895.6
35.726
Waste
300
30
733.622
751.662
782.302
0
782.302
1309.97
1309.97
50
20.9756
9549.14
36.8689
Waste
300
30
386.35
395.85
166.018
0
166.018
455.77
455.77
Interslice Data
Interim Section- Circular Arc (seismic).slim

91MNT RRRU 8.016
a1� : Page 5 of 8
Global Minimum Query (gle/morgenstern-price) - Safety Factor:
1.02459
X
Y
Interslice
Interslice
Interslice
Slice
coordinate
coordinate - Bottom
Normal Force
Shear Force
Force Angle
Number
[ft]
[ft]
[Ibs]
[Ibs]
[degrees]
1
869.263
293.474
0
0
0
2
881.939
291.845
858.725
21.2353
1.41657
3
882.595
291.764
912.728
23.7373
1.48975
4
896.205
290.162
4432.08
232.703
3.00551
5
917.358
287.96
12269.7
1146.78
5.3396
6
938.51
286.105
24163.7
3237.48
7.63111
7
959.663
284.596
39730.9
6907.82
9.86314
8
980.816
283.433
58298.7
12413.3
12.0202
9
1001.97
282.613
79173.9
19871.1
14.0891
10
1022.88
282.141
100841
28984.3
16.036
11
1043.78
282.003
122419
39485.6
17.8768
12
1064.69
282.201
143495
51109
19.6045
13
1085.6
282.733
164198
63733.8
21.2138
14
1106.5
283.601
184215
77064.8
22.7016
15
1127.41
284.806
203297
90791.4
24.0653
16
1148.32
286.347
221256
104607
25.3042
17
1167.47
288.056
236115
116844
26.329
18
1186.61
290.05
248798
128135
27.2492
19
1205.76
292.33
259131
138162
28.0654
20
1224.91
294.898
266998
146653
28.7785
21
1244.06
297.755
272341
153390
29.3894
22
1263.21
300.904
275160
158219
29.8992
23
1276.7
303.299
275658
160425
30.1982
24
1277.35
303.418
275048
160155
30.2114
25
1289.91
305.785
286538
168399
30.4428
26
1310.89
310.024
296897
176528
30.7347
27
1331.86
314.624
304079
182046
30.9081
28
1352.84
319.587
308097
184858
30.9637
29
1373.81
324.918
309016
184955
30.9017
30
1394.79
330.621
306945
182409
30.7219
31
1415.76
336.703
302028
177367
30.4237
32
1436.74
343.168
294442
170041
30.0065
33
1457.72
350.023
284391
160700
29.4694
34
1478.69
357.274
272096
149653
28.8108
35
1499.67
364.927
257796
137244
28.0297
36
1520.64
372.991
241742
123839
27.125
37
1541.62
381.474
224196
109809
26.0952
38
1562.59
390.385
205428
95530.4
24.9399
39
1583.57
399.734
185718
81364.4
23.6586
40
1604.55
409.53
165356
67654.6
22.2517
41
1625.52
419.785
144644
54716
20.7207
42
1646.5
430.512
123901
42826.8
19.0679
43
1667.47
441.723
103464
32220.7
17.2976
44
1688.45
453.433
83696.1
23078.3
15.4156
45
1709.42
465.658
64994.3
15519.1
13.4294
46
1730.4
478.414
47794.1
9592.33
11.3486
47
1751.37
491.721
32581
5268.1
9.1848
48
1772.35
505.598
19900.4
2426.5
6.95188
49
1793.33
520.067
10371.5
846.359
4.66524
50
1814.3
535.154
5365.54
219.437
2.34195
51
1835.28
550.885
0
0
0
Entity Information
Piezoline
Interim Section- Circular Arc (seismic).slim

91MNT RRRU 8.016
'Clien : Page 6 of 8
�
x Y
0 270
524 270
775 280
945 280
1054 285
1194 287
1391 283
1643 284
2260 284
External Boundary
x Y
2260 150
2260 280
2260 288
2260 318
2260 320
2260 320.1
2260 322.1
2260 560
2179 560
1800 549.95
906.351 294.559
344 278.1
318.979 288.823
316.142 288.039
316 288
3.091 288
0 288
0 250
0 150
Material Boundary
x Y
316 288
344 276
1369 306
1391 312
1395 312
1401 312
1408 310
1528 306
1639 311
1721 308
1757 308
1783 310
1789 312
1797 312
1804 310
1951 314
2260 320
Material Boundary
Interim Section- Circular Arc (seismic).slim

IUD EINTERRRET 8.111
Page 7 of 8
X Y
0 250
544 250
676 260
809 260
1016 280
1093 283
1392 276
1475 270
1660 270
1888 280
2260 280
Material Boundary
X Y
316 286
344 274
1369 304
1391 310
1395 310
1401 310
1408 308
1528 304
1639 309
1721 306
1757 306
1783 308
1789 310
1797 310
1804 308
1951 312
2260 318
Material Boundary
X Y
316 286
316 288
Material Boundary
X Y
316.142 288.039
344 276.1
1369 306.1
1391 312.1
1395 312.1
1401 312.1
1408 310.1
1528 306.1
1639 311.1
1721 308.1
1757 308.1
1783 310.1
1789 312.1
1797 312.1
1804 310.1
1951 314.1
2260 320.1
Material Boundary
Interim Section- Circular Arc (seismic).slim

SUDQNMRPRU 8.016
fl
X Y
906.351 294.559
1369 308.1
1391 314.1
1395 314.1
1401 314.1
1408 312.1
1528 308.1
1639 313.1
1721 310.1
1757 310.1
1783 312.1
1789 314.1
1797 314.1
1804 312.1
1951 316.1
2260 322.1
Material Boundary
X Y
344 276
344 276.1
Page 8 of 8
Interim Section- Circular Arc (seismic).slim

SEISMIC STABILITY ANALYSIS
CROSS SECTION 3
CIRCULAR FAILURE

Unit
Material
Weight
Strength
Cohesion
Phi
Water
Color
Ru
Name
(lbs/
Type
(psf)
(deg)
Surface
ft3)
Structural
Mohr -
❑
115.4
120
26.7
None
0
Fill
Coulomb
Residual
115.4
Mohr-
120
26.7
None
0
Coulomb
0 20 40 60 80
Project
� Group Cross -Section 3- Circular Arc (seismic).slim
I ocscieI Ice Drawn By BTN
Date 3/8/2023 2:20:34 PM
I if1FiNTFRPR FT Q (lei Date
100
120
140
—1. Cross -Section 3- Circular Arc (seismic).slim
'parry CEC
Name Cross -Section 3- Circular Arc (seismic).slim
t 0.458
0

Slide2 Analysis Information
Project Summary
Slide2 Modeler Version:
Author:
Company:
Date Created:
9.023
BTN
CEC
3/8/2023, 2:20:34 PM

project title
Friday, March 10, 2023
General Settings
Units of Measurement:
Time Units:
Permeability Units:
Data Output:
Failure Direction:
Imperial Units
days
feet/second
Standard
Right to Left
2/16

project title
Friday, March 10, 2023
Analysis Options
Slices Type:
Number of slices:
Tolerance:
Maximum number of iterations:
Vertical
Analysis Methods Used
GLE/Morgenstern-Price with interslice force function
(Half Sine)
50
0.005
75
Check malpha < 0.2: Yes
Create Interslice boundaries at intersections with water Yes
tables and piezos:
Initial trial value of FS:
Steffensen Iteration:
Yes
3/16

project title
Friday, March 10, 2023
Groundwater Analysis
Groundwater Method:
Pore Fluid Unit Weight [lbs/ft3]:
Use negative pore pressure cutoff:
Maximum negative pore pressure [psf]:
Advanced Groundwater Method:
Water Surfaces
62.4
Yes
0
None
4/16

project title
Friday, March 10, 2023
Random Numbers
Pseudo -random Seed: 10116
Random Number Generation Method: Park and Miller v.3
5/16

project title
Friday, March 10, 2023
Surface Options
Surface Type:
Circular
Search Method:
Auto Refine Search
Divisions along slope:
20
Circles per division:
10
Number of iterations:
10
Divisions to use in next iteration:
50%
Composite Surfaces:
Disabled
Minimum Elevation:
Not Defined
Minimum Depth:
Not Defined
Minimum Area:
Not Defined
Minimum Weight:
Not Defined
6/16

project title
Friday, March 10, 2023
Seismic Loading
Advanced seismic analysis: No
Staged pseudostatic analysis: No
Seismic Load Coefficient (Horizontal): 0.458
7/16

project title
Friday, March 10, 2023
Materials
Structural Fill
Color ❑
Strength Type
Mohr -Coulomb
Unit Weight [Ibs/ft3]
115.4
Cohesion [psf]
120
Friction Angle [deg]
26.7
Water Surface
None
Ru Value
0
Residual
Color
0
Strength Type
Mohr -Coulomb
Unit Weight [Ibs/ft3]
115.4
Cohesion [psf]
120
Friction Angle [deg]
26.7
Water Surface
None
Ru Value
0
8/16

project title
Friday, March 10, 2023
Global Minimums
Method: gle/ morgenstern-price
FS
Center:
Radius:
Left Slip Surface Endpoint:
Right Slip Surface Endpoint:
Resisting Moment:
Driving Moment:
Resisting Horizontal Force:
Driving Horizontal Force:
Total Slice Area:
Surface Horizontal Width:
Surface Average Height:
34.598, 343.386
60.361
24.856, 283.816
70.534, 294.888
1.07087e+06 lb-ft
1.0702e+06 lb-ft
17053.7 lb
17043.1 lb
231.807 ft2
45.678 ft
5.07482 ft
1.000620
9/16

project title
Friday, March 10, 2023
Global Minimum Support Data
No Supports Present
Valid and Invalid Surfaces
Method: gle/ morgenstern-price
Number of Valid Surfaces: 11943
Number of Invalid Surfaces: 0
10/16

project title
Friday, March 10, 2023
Slice Data
Global
Minimum Query
(gle/ morgenstern-price)
- Safety Factor:
1.00062
Base
Base
Effective
Base
Effective
Angle of
Base
Shear
Shear
Pore
Slice
Width [ft]
Weight
Slice Base
Base
Cohesion
Friction
Stress
Strength Normal
Pressure
Normal
Vertical
Vertical
Number
[lbs]
[deg]
Material
[Psfl
Angle
[Psfl
[Psfl
Stress
[Psfl
Stress
Stress
Stress
[deg]
[Psf]
[Psfl
[Psfl
[Psq
1
0.92462
30.3977
-8.84389
Residual
120
26.7
151.603
151.697
63.0217
0
63.0217
39.4335
39.4335
2
0.92462
79.4381
-7.95668
Residual
120
26.7
186.969
187.085
133.384
0
133.384
107.251
107.251
3
0.92462
125.299
-7.07138
Residual
120
26.7
221.073
221.21
201.235
0
201.235
173.811
173.811
4
0.92462
169.614
-6.18777
Residual
120
26.7
254.598
254.756
267.932
0
267.932
240.329
240.329
5
0.92462
212.391
-5.30564
Residual
120
26.7
287.227
287.405
332.848
0
332.848
306.174
306.174
6
0.92462
253.636
-4.42477
Residual
120
26.7
318.616
318.814
395.298
0
395.298
370.643
370.643
7
0.92462
293.357
-3.54494
Residual
120
26.7
348.411
348.627
454.574
0
454.574
432.99
432.99
8
0.92462
331.557
-2.66596
Residual
120
26.7
376.262
376.495
509.983
0
509.983
492.463
492.463
9
0.92462
368.241
-1.7876
Residual
120
26.7
401.841
402.09
560.874
0
560.874
548.333
548.333
10
0.92462
403.411
-0.909658
Residual
120
26.7
424.863
425.126
606.675
0
606.675
599.93
599.93
11
0.92462
437.069
-0.0319316
Residual
120
26.7
445.091
445.367
646.92
0
646.92
646.672
646.672
12
0.92462
469.216
0.845787
Residual
120
26.7
462.353
462.64
681.264
0
681.264
688.09
688.09
13
0.92462
499.85
1.7237
Residual
120
26.7
476.55
476.845
709.508
0
709.508
723.849
723.849
14
0.92462
528.972
2.60203
Residual
120
26.7
487.652
487.954
731.594
0
731.594
753.756
753.756
15
0.92462
556.576
3.48096
Residual
120
26.7
495.704
496.011
747.615
0
747.615
777.769
777.769
16
0.92462
582.662
4.36072
Residual
120
26.7
500.823
501.134
757.802
0
757.802
795.993
795.993
17
0.92462
607.222
5.2415
Residual
120
26.7
503.189
503.501
762.507
0
762.507
808.669
808.669
18
0.92462
630.252
6.12354
Residual
120
26.7
503.032
503.344
762.194
0
762.194
816.162
816.162
19
0.92462
651.744
7.00703
Residual
120
26.7
500.628
500.938
757.41
0
757.41
818.941
818.941
20
0.92462
671.69
7.8922
Residual
120
26.7
496.279
496.587
748.76
0
748.76
817.556
817.556
21
0.92462
690.081
8.77927
Residual
120
26.7
490.312
490.616
736.887
0
736.887
812.61
812.61
22
0.92462
706.906
9.66846
Residual
120
26.7
483.052
483.351
722.443
0
722.443
804.739
804.739
23
0.92462
722.154
10.56
Residual
120
26.7
474.821
475.115
706.068
0
706.068
794.585
794.585
24
0.92462
735.81
11.4542
Residual
120
26.7
465.925
466.214
688.369
0
688.369
782.775
782.775
Structural
25
0.903349
730.538
12.3408
Fill
120
26.7
456.756
457.039
670.127
0
670.127
770.057
770.057
Structural
26
0.903349
740.529
13.2201
Fill
120
26.7
447.557
447.834
651.824
0
651.824
756.963
756.963
Structural
27
0.903349
748.992
14.1026
Fill
120
26.7
438.425
438.697
633.658
0
633.658
743.803
743.803
Structural
28
0.903349
755.91
14.9885
Fill
120
26.7
429.528
429.794
615.957
0
615.957
730.955
730.955
Structural
29
0.903349
761.264
15.8781
Fill
120
26.7
420.993
421.254
598.976
0
598.976
718.725
718.725
Structural
30
0.903349
765.034
16.7716
Fill
120
26.7
412.915
413.171
582.906
0
582.906
707.349
707.349
Structural
31
0.903349
767.197
17.6693
Fill
120
26.7
405.355
405.606
567.864
0
567.864
696.991
696.991
Structural
32
0.903349
767.732
18.5716
Fill
120
26.7
398.342
398.589
553.914
0
553.914
687.751
687.751
Structural
33
0.903349
766.611
19.4787
Fill
120
26.7
391.88
392.123
541.057
0
541.057
679.664
679.664
Structural
34
0.903349
763.808
20.3908
Fill
120
26.7
385.946
386.185
529.251
0
529.251
672.713
672.713
Structural
35
0.903349
759.293
21.3084
Fill
120
26.7
380.497
380.733
518.41
0
518.41
666.825
666.825
Structural
36
0.903349
753.035
22.2318
Fill
120
26.7
375.474
375.707
508.417
0
508.417
661.888
661.888
Structural
37
0.903349
745
23.1613
Fill
120
26.7
370.801
371.031
499.119
0
499.119
657.749
657.749
Structural
38
0.903349
735.15
24.0973
Fill
120
26.7
366.391
366.618
490.345
0
490.345
654.219
654.219
Structural
39
0.903349
723.447
25.0402
Fill
120
26.7
362.146
362.371
481.901
0
481.901
651.082
651.082
Structural
40
0.903349
708.355
25.9904
Fill
120
26.7
357.416
357.638
472.49
0
472.49
646.74
646.74
Structural
41
0.903349
668.102
26.9483
Fill
120
26.7
344.091
344.304
445.98
0
445.98
620.912
620.912
Structural
42
0.903349
617.913
27.9145
Fill
120
26.7
327.346
327.549
412.666
0
412.666
586.093
586.093

project title
Friday, March 10, 2023
Structural
43 0.903349
565.68
28.8894
Fill
120
26.7
Structural
44 0.903349
512.594
29.8735
Fill
120
26.7
Structural
45 0.903349
458.709
30.8674
Fill
120
26.7
Structural
46 0.903349
402.595
31.8718
Fill
120
26.7
Structural
47 0.903349
335.094
32.8872
Fill
120
26.7
Structural
48 0.903349
243.11
33.9144
Fill
120
26.7
Structural
49 0.903349
147.664
34.9541
Fill
120
26.7
Structural
50 0.903349
49.6564
36.0072
Fill
120
26.7
309.818 310.01 377.792 0
291.757 291.938 341.86 0
273.013 273.182 304.568 0
252.866 253.023 264.486 0
227.55 227.691 214.12 0
191.445 191.563 142.288 0
152.113 152.208 64.0381 0
109.592 109.66-20.5582 0
377.792 548.746 548.746
341.86 509.448 509.448
304.568 467.752 467.752
264.486 421.708 421.708
214.12 361.257 361.257
142.288 271.003 271.003
64.0381 170.368 170.368
-20.5582 59.0864 59.0864
12/16

project title
Friday, March 10, 2023
Interslice Data
Global Minimum Query (gle/ morgenstern-price) - Safety Factor: 1.00062
Y coordinate -Bottom
Interslice Normal Force
Interslice Shear Force
Interslice Force Angle
Slice Number X coordinate [ft]
[ft]
[lbs]
[lbs]
[deg]
24.8561
283.816
0
0
0
25.7807
283.672
135.523
6.02873
2.54712
26.7053
283.543
289.505
25.7051
5.07398
27.63
283.428
459.905
61.0459
7.56101
28.5546
283.328
644.83
113.584
9.98992
29.4792
283.242
842.098
184.287
12.3442
30.4038
283.171
1049.24
273.491
14.6094
31.3284
283.114
1263.54
380.849
16.7736
32.2531
283.07
1482.05
505.311
18.827
33.1777
283.042
1701.67
645.131
20.7625
34.1023
283.027
1919.22
797.909
22.5749
35.0269
283.026
2131.52
960.663
24.2608
35.9515
283.04
2335.44
1129.94
25.8188
36.8762
283.068
2528.03
1301.92
27.2482
37.8008
283.11
2706.57
1472.59
28.5497
38.7254
283.166
2868.62
1637.89
29.725
39.65
283.237
3012.07
1793.84
30.7759
40.5746
283.321
3135.22
1936.7
31.7046
41.4993
283.421
3236.75
2063.11
32.5135
42.4239
283.534
3315.74
2170.15
33.2047
43.3485
283.662
3371.67
2255.49
33.7807
44.2731
283.805
3404.4
2317.38
34.2432
45.1978
283.963
3414.12
2354.72
34.594
46.1224
284.135
3401.34
2367.02
34.8344
47.047
284.323
3366.81
2354.42
34.9652
47.9503
284.52
3312.99
2318.73
34.9878
48.8537
284.732
3240.39
2261.07
34.9065
49.757
284.959
3150.17
2182.98
34.7209
50.6604
285.201
3043.57
2086.34
34.4303
51.5637
285.458
2921.86
1973.33
34.0338
52.4671
285.73
2786.32
1846.32
33.5299
53.3704
286.018
2638.25
1707.86
32.9168
54.2738
286.322
2478.87
1560.6
32.1929
55.1771
286.641
2309.41
1407.23
31.3559
56.0805
286.977
2131.02
1250.44
30.4036
56.9838
287.329
1944.82
1092.89
29.3338
57.8872
287.699
1751.88
937.164
28.1444
58.7905
288.085
1553.24
785.755
26.834
59.6939
288.489
1349.88
641.012
25.4014
60.5972
288.911
1142.79
505.135
23.8463
61.5006
289.351
933.622
380.416
22.1691
62.4039
289.811
734.1
272.598
20.3718
63.3073
290.289
549.736
183.489
18.4578
64.2106
290.788
382.622
112.846
16.4323
65.114
291.307
234.407
59.7604
14.3025
66.0173
291.847
106.853
22.8636
12.0776
66.9207
292.408
2.6696
0.459646
9.76928
67.824
292.992
-70.0183
-9.08264
7.39103
68.7274
293.6
-94.589
-8.20634
4.95844
69.6307
294.231
-65.0448
-2.82703
2.48867
70.5341
294.888
0
0
0
13/16

project title
Friday, March 10, 2023
Discharge Sections
Entity Information
External Boundary
14/16

project title
Friday, March 10, 2023
X
Y
0
282.776
0
250
146.865
250
146.865
289.254
144.889
289.171
143.21
289.035
135.564
288.733
132.987
288.55
126.534
288.335
119.729
288.045
119.315
288.039
117.772
288.004
117.209
288
115.66
287.89
110.652
287.387
102.134
286.528
99.1048
286.209
97.188
286.027
91.2627
288
91.2435
288.006
86.9826
289.425
85.2633
289.997
79.2831
291.988
79.2485
292
73.3029
293.98
73.2415
294
67.1453
295.999
64.2309
295.958
61.2274
296
55.3707
294.05
49.4048
292.064
49.2133
292
43.2062
290
37.1991
288
29.9462
285.585
25.185
284
24.878
283.817
12.2474
283.277
8.72451
283.156
5.95349
283.014
1.64884
282.829
15/16

project title
Friday, March 10, 2023
X
Y
24.878
283.817
27.3311
283.922
30.7836
283.922
31.1518
283.927
38.9976
284
43.8761
284.21
46.3293
284.293
87.5937
285.967
90.6039
285.978
96.9009
286
97.188
286.027
16/16

CROSS SECTION C
MINIMUM LINER SYSTEM INTERFACE STRENGTH
BLOCK FAILURE (FS=1.5)

0 100 200
300 400 500 600 700 800 900 1000 1100
Anson County Landfill - Phase 5 Expansion
Analysis De-nptlon Geosynthetic Interface Conformance (FS=1.5)
Drawn By ZLM scale 1:1457 Company Civil & Environmental Consultants, Inc.
Date 10/10/2018, 11:34:21 AM File Name Geosynthetic Interface Conformance (FS=1.5).slim

SLIDE INTERPRET 1.111
Page 1 of 8
Slide Analysis Information
Project Summary
Slide Modeler Version: 8.016
Compute Time: 00h:00m:00.847s
General Settings
Units of Measurement:
Imperial Units
Time Units:
days
Permeability Units:
feet/second
Data Output:
Standard
Failure Direction:
Right to Left
Analysis Options
Slices Type: Vertical
Analysis Methods Used
GLE/Morgenstern-Price with interslice force function (Half Sine)
Number of slices:
50
Tolerance:
0.005
Maximum number of iterations:
75
Check malpha < 0.2:
Yes
Create Interslice boundaries at intersections
Yes
with water tables and piezos:
Initial trial value of FS:
1
Steffensen Iteration:
Yes
Groundwater Analysis
Groundwater Method:
Water Surfaces
Pore Fluid Unit Weight [lbs/ft3]:
62.4
Use negative pore pressure cutoff:
Yes
Maximum negative pore pressure [psf]:
0
Advanced Groundwater Method:
None
Random Numbers
Pseudo -random Seed: 10116
Random Number Generation Method: Park and Miller v.3
Surface Options
Geosynthetic Interface Conformance (FS=1.5).slim

91MNT RPRU 8.016
a1�
: Page 2 of 8
Surface Type:
Non -Circular Block Search
Number of Surfaces:
5000
Multiple Groups:
Disabled
Pseudo -Random Surfaces:
Enabled
Convex Surfaces Only:
Disabled
Left Projection Angle (Start Angle) [°]:
130
Left Projection Angle (End Angle) [°]:
200
Right Projection Angle (Start Angle) [°]:
50
Right Projection Angle (End Angle) [°]:
-20
Minimum Elevation:
Not Defined
Minimum Depth:
Not Defined
Minimum Area:
Not Defined
Minimum Weight:
Not Defined
Seismic Loading
Advanced seismic analysis: No
Staged pseudostatic analysis: No
Materials
Protective
Base Liner Geosynthetics
Compacted Clay
Base Liner Geosynthetics
Property
Waste
Subgrade
Bedrock
Cover
(Floor)
Liner
(Sideslope)
Color
C
C
L
■
■
61
C
Mohr-
Mohr-
Mohr -Coulomb
Mohr -Coulomb
Mohr -Coulomb
Mohr -Coulomb
Mohr -Coulomb
Strength Type
Coulomb
Coulomb
Unit Weight [lbs/
60
120
60
115.4
115.4
135
60
ft3]
Cohesion [psf]
300
0
0
120
120
9000
0
Friction Angle [°]
30
34
13
26.7
26.7
45
13
Water Surface
None
None
None
None
Piezometric
Piezometric
None
Line 1
Line 1
Hu Value
1
1
Ru Value
0
0
0
0
0
Global Minimums
Method: gle/morgenstern-price
FS
1.523400
Axis Location:
305.903, 822.679
Left Slip Surface Endpoint:
206.856, 298.000
Right Slip Surface Endpoint:
666.217, 428.634
Resisting Moment:
2.5523e+08 lb-ft
Driving Moment:
1.6754e+08 lb-ft
Resisting Horizontal Force:
4135061b
Driving Horizontal Force:
2714371b
Total Slice Area:
22549.3ft2
Surface Horizontal Width:
459.362ft
Surface Average Height:
49.0883 ft
Global Minimum Coordinates
Method: gle/morgenstern-price
Geosynthetic Interface Conformance (FS=1.5).slim

SLIDE INTERPRET 8.111
Page 3 of 8
X Y
206.856 298
212.719 296.528
231 289.05
488 292.05
531.912 305.712
666.217 428.634
Slice Data
Global Minimum Query (gle/morgenstern-price) - Safety Factor: 1.5234
Angle
Slice
Width
Weight
of Slice
Base
Number
[ft]
[lbs]
Base
Material
[degrees]
1
2.14443
66.5883
-14.0878
Subgrade
2
3.40317
565.48
-14.0878
Compacted Clay Liner
3
0.316186
84.41
-14.0878
Base Liner
Geosynthetics
(Sideslope)
4
9.14032
4228.09
-22.249
Base Liner
Geosynthetics
(Sideslope)
5
9.14032
7710.97
-22.249
Base Liner
Geosynthetics
(Sideslope)
6
9.88462
11025.4
0.668792
Base Liner
Geosynthetics (Floor)
7
9.88462
12631.9
0.668792
Base Liner
Geosynthetics (Floor)
8
9.88462
14238.4
0.668792
Base Liner
Geosynthetics (Floor)
9
9.88462
15844.9
0.668792
Base Liner
Geosynthetics (Floor)
10
9.88462
17451.5
0.668792
Base Liner
Geosynthetics (Floor)
11
9.88462
19058
0.668792
Base Liner
Geosynthetics (Floor)
12
9.88462
20664.5
0.668792
Base Liner
Geosynthetics (Floor)
13
9.88462
22271
0.668792
Base Liner
Geosynthetics (Floor)
14
9.88462
23877.5
0.668792
Base Liner
Geosynthetics (Floor)
15
9.88462
25484.1
0.668792
Base Liner
Geosynthetics (Floor)
16
9.88462
27090.6
0.668792
Base Liner
Geosynthetics (Floor)
17
9.88462
28697.1
0.668792
Base Liner
Geosynthetics (Floor)
18
9.88462
30303.6
0.668792
Base Liner
Geosynthetics (Floor)
19
9.88462
31910.1
0.668792
Base Liner
Geosynthetics (Floor)
20
9.88462
33516.7
0.668792
Base Liner
Geosynthetics (Floor)
21
9.88462
35123.2
0.668792
Base Liner
Geosynthetics (Floor)
22
9.88462
36729.7
0.668792
Base Liner
Geosynthetics (Floor)
23
9.88462
38336.2
0.668792
Base Liner
Geosynthetics (Floor)
24
9.88462
39942.8
0.668792
Base Liner
Geosynthetics (Floor)
25
9.88462
41549.3
0.668792
Base Liner
Geosynthetics (Floor)
26
9.88462
43155.8
0.668792
Base Liner
Base
Base
Effective
Base
Effective
Base
Shear
Shear
Pore
Friction
Normal
Normal
Vertical
Vertical
Cohesion
Stress
Strength
Pressure
Angle
Stress
Stress
Stress
Stress
[psfl
1Psf1
1Psf1
[psfl
[degrees]
[Psfl
1Psfl
[psfl
[psfl
120
26.7
97.2114
148.092
55.8544
0
55.8544
31.4586
31.4586
120
26.7
146.537
223.235
205.26
0
205.26
168.485
168.485
0
13
42.49
64.7292
280.373
0
280.373
269.71
269.71
0 13 76.1934 116.073 502.77
0 13 140.818 214.522 929.198
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
13 172.305 262.49 1136.97
13 197.932 301.529 1306.06
13 223.7 340.784 1476.1
13 249.596 380.234 1646.97
13 275.602 419.852 1818.58
13 301.698 459.606 1990.78
13 327.861 499.463 2163.41
13 354.066 539.384 2336.33
13 380.288 579.331 2509.36
13 406.498 619.259 2682.31
13 432.667 659.125 2854.98
13 458.764 698.881 3027.19
13 484.758 738.481 3198.71
13 510.619 777.877 3369.35
13 536.314 817.021 3538.91
13 561.814 855.867 3707.17
13 587.088 894.37 3873.94
13 612.109 932.487 4039.04
13 636.849 970.176 4202.3
13 661.284 1007.4 4363.53
13 685.395 1044.13 4522.63
0 502.77 471.6 471.6
0 929.198 871.591 871.591
0 1136.97 1138.98 1138.98
0 1306.06 1308.37 1308.37
0 1476.1 1478.71 1478.71
0 1646.97 1649.89 1649.89
0 1818.58 1821.8 1821.8
0 1990.78 1994.3 1994.3
0 2163.41 2167.23 2167.23
0 2336.33 2340.46 2340.46
0 2509.36 2513.79 2513.79
0 2682.31 2687.05 2687.05
0 2854.98 2860.03 2860.03
0 3027.19 3032.54 3032.54
0 3198.71 3204.37 3204.37
0 3369.35 3375.31 3375.31
0 3538.91 3545.17 3545.17
0 3707.17 3713.72 3713.72
0 3873.94 3880.79 3880.79
0 4039.04 4046.19 4046.19
0 4202.3 4209.73 4209.73
0 4363.53 4371.25 4371.25
0 4522.63 4530.63 4530.63
Geosynthetic Interface Conformance (FS=1.5).s1im

91MNT RPRU 8.111
*1�
:
Page 4 of 8
Geosynthetics (Floor)
27
9.88462
44762.3
0.668792
Base Liner
0
13
709.157
1080.33
4679.43
0
4679.43
4687.71
4687.71
Geosynthetics (Floor)
28
9.88462
46368.8
0.668792
Base Liner
0
13
732.559
1115.98
4833.85
0
4833.85
4842.4
4842.4
Geosynthetics (Floor)
29
9.88462
47975.4
0.668792
Base Liner
0
13
755.586
1151.06
4985.8
0
4985.8
4994.62
4994.62
Geosynthetics (Floor)
30
9.88462
49581.9
0.668792
Base Liner
0
13
778.233
1185.56
5135.23
0
5135.23
5144.31
5144.31
Geosynthetics (Floor)
31
9.88462
51188.4
0.668792
Base Liner
0
13
800.486
1219.46
5282.08
0
5282.08
5291.43
5291.43
Geosynthetics (Floor)
32
10.9781
57651.2
17.2815
Base Liner
0
13
722.364
1100.45
4766.59
0
4766.59
4991.33
4991.33
Geosynthetics
(Sideslope)
33
10.9781
57467.5
17.2815
Base Liner
0
13
719.758
1096.48
4749.39
0
4749.39
4973.32
4973.32
Geosynthetics
(Sideslope)
34
10.9781
57283.9
17.2815
Base Liner
0
13
717.625
1093.23
4735.3
0
4735.3
4958.56
4958.56
Geosynthetics
(Sideslope)
35
10.9781
57100.2
17.2815
Base Liner
0
13
715.945
1090.67
4724.23
0
4724.23
4946.97
4946.97
Geosynthetics
(Sideslope)
36
2.24756
11467
42.4661
Protective Cover
0
34
1477.08
2250.18
3336.02
0
3336.02
4687.9
4687.9
37
9.43269
45370.4
42.4661
Waste
300
30
1392.03
2120.62
3153.41
0
3153.41
4427.45
4427.45
38
9.43269
42009.6
42.4661
Waste
300
30
1305.33
1988.54
2924.64
0
2924.64
4119.34
4119.34
39
9.43269
38648.8
42.4661
Waste
300
30
1218.47
1856.22
2695.45
0
2695.45
3810.65
3810.65
40
9.43269
35288.1
42.4661
Waste
300
30
1131.24
1723.33
2465.28
0
2465.28
3500.64
3500.64
41
9.43269
31927.3
42.4661
Waste
300
30
1043.43
1589.56
2233.58
0
2233.58
3188.58
3188.58
42
9.43269
28566.5
42.4661
Waste
300
30
954.838
1454.6
1999.82
0
1999.82
2873.73
2873.73
43
9.43269
25205.8
42.4661
Waste
300
30
865.275
1318.16
1763.51
0
1763.51
2555.44
2555.44
44
9.43269
21845
42.4661
Waste
300
30
774.555
1179.96
1524.13
0
1524.13
2233.04
2233.04
45
9.43269
18484.2
42.4661
Waste
300
30
682.504
1039.73
1281.24
0
1281.24
1905.9
1905.9
46
9.43269
15123.5
42.4661
Waste
300
30
588.962
897.224
1034.42
0
1034.42
1573.47
1573.47
47
9.43269
11762.7
42.4661
Waste
300
30
493.783
752.229
783.286
0
783.286
1235.22
1235.22
48
9.43269
8401.92
42.4661
Waste
300
30
396.843
604.55
527.496
0
527.496
890.703
890.703
49
9.43269
5041.15
42.4661
Waste
300
30
298.035
454.026
266.781
0
266.781
539.555
539.555
50
9.43269
1680.38
42.4661
Waste
300
30
197.278
300.533
0.922545
0
0.922545
181.479
181.479
Interstice Data
Geosynthetic Interface Conformance (FS=1.5).slim

91MNT RRRU 8.111
*1�
: Page 5 of 8
X
Y
Interslice
Interslice
Interslice
Slice
coordinate
coordinate - Bottom
Normal Force
Shear Force
Force Angle
Number
[ft]
[ft]
[Ibs]
[Ibs]
[degrees]
1
206.856
298
0
0
0
2
209
297.462
238.434
0.894207
0.214877
3
212.403
296.608
912.215
8.84855
0.555756
4
212.719
296.528
947.892
9.71839
0.587412
5
221.86
292.789
3524
92.3119
1.50053
6
231
289.05
8285.06
348.266
2.40704
7
240.885
289.165
9856.33
581.315
3.37533
8
250.769
289.281
11661.3
882.209
4.32634
9
260.654
289.396
13701.2
1260.26
5.25538
10
270.538
289.512
15977.3
1723.78
6.15778
11
280.423
289.627
18490.5
2279.97
7.02937
12
290.308
289.742
21241.7
2934.69
7.86602
13
300.192
289.858
24231.5
3692.35
8.66398
14
310.077
289.973
27460.3
4555.73
9.41971
15
319.962
290.088
30928.2
5525.92
10.1301
16
329.846
290.204
34635
6602.15
10.7923
17
339.731
290.319
38580.6
7781.72
11.4036
18
349.615
290.435
42764.1
9059.96
11.9618
19
359.5
290.55
47184.6
10430.2
12.4648
20
369.385
290.665
51841
11883.6
12.9109
21
379.269
290.781
56731.7
13409.4
13.2987
22
389.154
290.896
61854.9
14994.8
13.6267
23
399.038
291.012
67208.6
16625.1
13.8941
24
408.923
291.127
72790.5
18283.7
14.1
25
418.808
291.242
78598
19952.2
14.2437
26
428.692
291.358
84628.3
21610.7
14.3249
27
438.577
291.473
90878.5
23238
14.3434
28
448.462
291.588
97345.3
24811.2
14.299
29
458.346
291.704
104026
26306.9
14.1919
30
468.231
291.819
110916
27700.6
14.0224
31
478.115
291.935
118013
28967.2
13.791
32
488
292.05
125312
30081.5
13.4986
33
498.978
295.465
116959
27223.8
13.1031
34
509.956
298.881
108637
24352.3
12.6347
35
520.934
302.296
100338
21502.5
12.0956
36
531.912
305.712
92059.8
18709.2
11.4877
37
534.16
307.769
88515.8
17775.6
11.355
38
543.592
316.402
74416.8
14153.6
10.7687
39
553.025
325.035
61475.4
10990.4
10.1361
40
562.458
333.668
49693.6
8279.85
9.45961
41
571.891
342.301
39076.5
6008.6
8.74162
42
581.323
350.935
29631.7
4156.51
7.98492
43
590.756
359.568
21369.7
2696.78
7.1925
44
600.189
368.201
14303.4
1596.19
6.36759
45
609.621
376.834
8448.32
815.516
5.51368
46
619.054
385.468
3822.21
309.84
4.63444
47
628.487
394.101
444.988
29.0394
3.73376
48
637.919
402.734
-1661.52
-81.7188
2.81572
49
647.352
411.367
-2473.78
-81.3946
1.88452
50
656.785
420
-1966.87
-32.4254
0.94448
51
666.217
428.634
0
0
0
Entity Information
Piezoline
Geosynthetic Interface Conformance (FS=1.5).slim

$LIDMN RRRU 8.111
Page 6 of 8
X Y
0 279
140 280
206 279
580 280
592 279
683 280
733 290
799 290
867 280
1060 279
Block Search Polyline
X Y
209.072 298.021
231 289.05
488 292.05
533 306.05
547 302.05
559 300.05
749 297.05
914 301.05
920.999 302.05
933 306.05
944 306.05
1060 302.05
External Boundary
X Y
0 150
1060 150
1060 279
1060 300
1060 302
1060 302.05
1060 302.1
1060 304.1
1060 524
1021 530
212.022 298.864
209.144 298.041
209.072 298.021
209 298
0 298
0 279
Material Boundary
X Y
209 298
231 289
488 292
533 306
547 302
559 300
749 297
914 301
921 302
933 306
944 306
1060 302
Geosynthetic Interface Conformance (FS=1.5).slim

91MNT RRRU 8.016
a1� : Page 7 of 8
Material Boundary
X Y
0 279
206 279
580 280
592 279
683 280
733 290
799 290
867 280
1060 279
Material Boundary
X Y
209 296
231 287
488 290
533 304
547 300
559 298
749 295
914 299
921 300
933 304
944 304
1060 300
Material Boundary
X
Y
209.144 298.041
231
289.1
488
292.1
533
306.1
547
302.1
559
300.1
749
297.1
914
301.1
921
302.1
933
306.1
944
306.1
1060
302.1
Material Boundary
X
Y
212.022
298.864
231
291.1
488
294.1
533
308.1
547
304.1
559
302.1
749
299.1
914
303.1
921
304.1
933
308.1
944
308.1
1060
304.1
Material Boundary
F--1
Geosynthetic Interface Conformance (FS=1.5).slim

91DQNT RRRUI.111
Page 8 of 8
L
Y
289
289.05
289.1
Material Boundary
X Y
209 296
209 298
Material Boundary
X Y
488 292
488 292.05
488 292.1
Material Boundary
X Y
559 300
559 300.05
559 300.1
Geosynthetic Interface Conformance (FS=1.5).slim

0
0 100 200
:cked By:
Vl 10/29/2018
300 400 500 600 700 800 900 1000 1100
Anson County Landfill - Phase 5 Expansion
Analysis De-nptlon Geosynthetic Interface Conformance (FS=1.5)
Drawn By ZLM scale 1:1457 Company Civil & Environmental Consultants, Inc.
Date 10/10/2018, 11:34:21 AM File Name Geosynthetic Interface Conformance (FS=1.5).slim
1200

91MNT RPRU 8.016
a1� : Page 1 of 8
Project Summary
Slide Modeler Version: 8.016
Compute Time: 00h:00m:00.866s
General Settings
Units of Measurement: Imperial Units
Time Units:
days
Permeability Units:
feet/second
Data Output:
Standard
Failure Direction:
Right to Left
Analysis Options
Slices Type:
Slide Analysis Information
Vertical
Analysis Methods Used
GLE/Morgenstern-Price with interslice force function (Half Sine)
Number of slices:
50
Tolerance:
0.005
Maximum number of iterations:
75
Check malpha < 0.2:
Yes
Create Interslice boundaries at intersections
Yes
with water tables and piezos:
Initial trial value of FS:
1
Steffensen Iteration:
Yes
Groundwater Analysis
Groundwater Method:
Water Surfaces
Pore Fluid Unit Weight [lbs/ft3]:
62.4
Use negative pore pressure cutoff:
Yes
Maximum negative pore pressure [psf]:
0
Advanced Groundwater Method:
None
Random Numbers
Pseudo -random Seed: 10116
Random Number Generation Method: Park and Miller v.3
Surface Options
Geosynthetic Interface Conformance (FS=1.5).slim

91MNT RPRU 8.016
a1�
: Page 2 of 8
Surface Type:
Non -Circular Block Search
Number of Surfaces:
5000
Multiple Groups:
Disabled
Pseudo -Random Surfaces:
Enabled
Convex Surfaces Only:
Disabled
Left Projection Angle (Start Angle) [°]:
130
Left Projection Angle (End Angle) [°]:
200
Right Projection Angle (Start Angle) [°]:
50
Right Projection Angle (End Angle) [°]:
-20
Minimum Elevation:
Not Defined
Minimum Depth:
Not Defined
Minimum Area:
Not Defined
Minimum Weight:
Not Defined
Seismic Loading
Advanced seismic analysis: No
Staged pseudostatic analysis: No
Seismic Load Coefficient (Horizontal): 0.115
Materials
Protective
Base Liner Geosynthetics
Compacted Clay
Base Liner Geosynthetics
Property
Waste
Subgrade
Bedrock
Cover
(Floor)
Liner
(Sideslope)
Color
F
0
F
F
C
■
F
Mohr-
Mohr-
Mohr -Coulomb
Mohr -Coulomb
Mohr-
Mohr-
Mohr -Coulomb
Strength Type
Coulomb
Coulomb
Coulomb
Coulomb
Unit Weight
60
120
60
115.4
115.4
135
60
[lbs/ft3]
Cohesion [psf]
300
0
0
120
120
9000
0
Friction Angle [°]
30
34
13
26.7
26.7
45
13
Water Surface
None
None
None
None
Piezometric
Piezometric
None
Line 1
Line 1
Hu Value
1
1
Ru Value
0
0
0
0
0
Global Minimums
Method: gle/morgenstern-price
FS
1.000890
Axis Location:
305.903, 822.679
Left Slip Surface Endpoint:
206.856, 298.000
Right Slip Surface Endpoint:
666.217, 428.634
Resisting Moment:
2.38843e+08lb-ft
Driving Moment:
2.3863e+08lb-ft
Resisting Horizontal Force:
391754 lb
Driving Horizontal Force:
391404 Ib
Total Slice Area:
22549.3 ft2
Surface Horizontal Width:
459.362 ft
Surface Average Height:
49.0883 ft
Global Minimum Coordinates
Method: gle/morgenstern-price
Geosynthetic Interface Conformance (FS=1.5).slim

91MNT RRRU 8.016
'eien :Page 3 of 8
�
X Y
206.856 298
212.719 296.528
231 289.05
488 292.05
531.912 305.712
666.217 428.634
Slice Data
Global Minimum
- Safety Factor: 1.00089
Angle
Slice
Width
Weight
of Slice
Base
Number
[ft]
[lbs]
Base
Material
[degrees]
1
2.14443
66.5883
-14.0878
Subgrade
2
3.40317
565.48
-14.0878
Compacted Clay Liner
3
0.316186
84.41
-14.0878
Base Liner
Geosynthetics
(Sideslope)
4
9.14032
4228.09
-22.249
Base Liner
Geosynthetics
(Sideslope)
5
9.14032
7710.97
-22.249
Base Liner
Geosynthetics
(Sideslope)
6
9.88462
11025.4
0.668792
Base Liner
Geosynthetics (Floor)
7
9.88462
12631.9
0.668792
Base Liner
Geosynthetics (Floor)
8
9.88462
14238.4
0.668792
Base Liner
Geosynthetics (Floor)
9
9.88462
15844.9
0.668792
Base Liner
Geosynthetics (Floor)
10
9.88462
17451.5
0.668792
Base Liner
Geosynthetics (Floor)
11
9.88462
19058
0.668792
Base Liner
Geosynthetics (Floor)
12
9.88462
20664.5
0.668792
Base Liner
Geosynthetics (Floor)
13
9.88462
22271
0.668792
Base Liner
Geosynthetics (Floor)
14
9.88462
23877.5
0.668792
Base Liner
Geosynthetics (Floor)
15
9.88462
25484.1
0.668792
Base Liner
Geosynthetics (Floor)
16
9.88462
27090.6
0.668792
Base Liner
Geosynthetics (Floor)
17
9.88462
28697.1
0.668792
Base Liner
Geosynthetics (Floor)
18
9.88462
30303.6
0.668792
Base Liner
Geosynthetics (Floor)
19
9.88462
31910.1
0.668792
Base Liner
Geosynthetics (Floor)
20
9.88462
33516.7
0.668792
Base Liner
Geosynthetics (Floor)
21
9.88462
35123.2
0.668792
Base Liner
Geosynthetics (Floor)
22
9.88462
36729.7
0.668792
Base Liner
Geosynthetics (Floor)
23
9.88462
38336.2
0.668792
Base Liner
Geosynthetics (Floor)
24
9.88462
39942.8
0.668792
Base Liner
Geosynthetics (Floor)
25
9.88462
41549.3
0.668792
Base Liner
Geosynthetics (Floor)
Base
Base
Effective
Base
Effective
Base
Shear
Shear
Pore
Friction
Normal
Normal
Vertical
Vertical
Cohesion
Stress
Strength
Pressure
Angle
Stress
Stress
Stress
Stress
[psf]
[psf]
[psf]
[psf]
[degrees]
[psf]
[psf]
[psf]
[psf]
120
26.7
155.787
155.925
71.4293
0
71.4293
32.3337
32.3337
120
26.7
236.488
236.698
232.028
0
232.028
172.68
172.68
0
13
66.9886
67.0482
290.417
0
290.417
273.606
273.606
0 13 122.727 122.836 532.062
0 13 229.551 229.755 995.178
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
13 266.721 266.958 1156.32
13 306.509 306.782 1328.82
13 346.64 346.949 1502.8
13 387.084 387.429 1678.14
13 427.801 428.182 1854.67
13 468.747 469.164 2032.17
13 509.865 510.319 2210.44
13 551.1 551.59 2389.2
13 592.382 592.909 2568.17
13 633.641 634.205 2747.04
13 674.8 675.401 2925.49
13 715.782 716.419 3103.16
13 756.504 757.177 3279.69
13 796.883 797.592 3454.75
13 836.837 837.582 3627.97
13 876.285 877.065 3798.99
13 915.152 915.966 3967.48
13 953.361 954.209 4133.13
13 990.848 991.73 4295.66
13 1027.56 1028.47 4454.78
0 532.062 481.856 481.856
0 995.178 901.271 901.271
0 1156.32 1159.44 1159.44
0 1328.82 1332.4 1332.4
0 1502.8 1506.85 1506.85
0 1678.14 1682.66 1682.66
0 1854.67 1859.66 1859.66
0 2032.17 2037.64 2037.64
0 2210.44 2216.39 2216.39
0 2389.2 2395.63 2395.63
0 2568.17 2575.08 2575.08
0 2747.04 2754.44 2754.44
0 2925.49 2933.37 2933.37
0 3103.16 3111.51 3111.51
0 3279.69 3288.52 3288.52
0 3454.75 3464.05 3464.05
0 3627.97 3637.74 3637.74
0 3798.99 3809.22 3809.22
0 3967.48 3978.16 3978.16
0 4133.13 4144.26 4144.26
0 4295.66 4307.22 4307.22
0 4454.78 4466.78 4466.78
Geosynthetic Interface Conformance (FS=1.5).slim

91MNT RPRU 8.016
*1�
:Page
4 of 8
�
'eien
26
9.88462
43155.8
0.668792
Base Liner
0
13
1063.42
1064.37
4610.29
0
4610.29
4622.7
4622.7
Geosynthetics (Floor)
27
9.88462
44762.3
0.668792
Base Liner
0
13
1098.41
1099.39
4762
0
4762
4774.82
4774.82
Geosynthetics (Floor)
28
9.88462
46368.8
0.668792
Base Liner
0
13
1132.5
1133.51
4909.76
0
4909.76
4922.98
4922.98
Geosynthetics (Floor)
29
9.88462
47975.4
0.668792
Base Liner
0
13
1165.65
1166.69
5053.51
0
5053.51
5067.12
5067.12
Geosynthetics (Floor)
30
9.88462
49581.9
0.668792
Base Liner
0
13
1197.87
1198.94
5193.19
0
5193.19
5207.17
5207.17
Geosynthetics (Floor)
31
9.88462
51188.4
0.668792
Base Liner
0
13
1229.17
1230.26
5328.83
0
5328.83
5343.18
5343.18
Geosynthetics (Floor)
32
10.9781
57651.2
17.2815
Base Liner
0
13
1007.72
1008.62
4368.8
0
4368.8
4682.32
4682.32
Geosynthetics
(Sideslope)
33
10.9781
57467.5
17.2815
Base Liner
0
13
1006.15
1007.05
4362.02
0
4362.02
4675.04
4675.04
Geosynthetics
(Sideslope)
34
10.9781
57283.9
17.2815
Base Liner
0
13
1006.22
1007.12
4362.32
0
4362.32
4675.37
4675.37
Geosynthetics
(Sideslope)
35
10.9781
57100.2
17.2815
Base Liner
0
13
1007.87
1008.77
4369.46
0
4369.46
4683.02
4683.02
Geosynthetics
(Sideslope)
36
2.24756
11467
42.4661
Protective Cover
0
34
1866.71
1868.37
2769.97
0
2769.97
4478.47
4478.47
37
9.43269
45370.4
42.4661
Waste
300
30
1803.52
1805.13
2606.96
0
2606.96
4257.63
4257.63
38
9.43269
42009.6
42.4661
Waste
300
30
1698.21
1699.72
2424.4
0
2424.4
3978.67
3978.67
39
9.43269
38648.8
42.4661
Waste
300
30
1592.31
1593.73
2240.8
0
2240.8
3698.16
3698.16
40
9.43269
35288.1
42.4661
Waste
300
30
1485.36
1486.68
2055.39
0
2055.39
3414.85
3414.85
41
9.43269
31927.3
42.4661
Waste
300
30
1376.91
1378.14
1867.39
0
1867.39
3127.6
3127.6
42
9.43269
28566.5
42.4661
Waste
300
30
1266.53
1267.66
1676.03
0
1676.03
2835.21
2835.21
43
9.43269
25205.8
42.4661
Waste
300
30
1153.79
1154.82
1480.59
0
1480.59
2536.59
2536.59
44
9.43269
21845
42.4661
Waste
300
30
1038.29
1039.22
1280.36
0
1280.36
2230.65
2230.65
45
9.43269
18484.2
42.4661
Waste
300
30
919.661
920.479
1074.7
0
1074.7
1916.41
1916.41
46
9.43269
15123.5
42.4661
Waste
300
30
797.545
798.255
863
0
863
1592.95
1592.95
47
9.43269
11762.7
42.4661
Waste
300
30
671.638
672.236
644.732
0
644.732
1259.44
1259.44
48
9.43269
8401.92
42.4661
Waste
300
30
541.671
542.153
419.42
0
419.42
915.181
915.181
49
9.43269
5041.15
42.4661
Waste
300
30
407.421
407.784
186.688
0
186.688
559.577
559.577
50
9.43269
1680.38
42.4661
Waste
300
30
268.724
268.964
-
0
-53.7567
192.192
192.192
53.7567
Interstice Data
Geosynthetic Interface Conformance (FS=1.5).slim

91MNT RRRU 8.111
*1�
:Page 5 of 8
�
'eien
X
Y
Interslice
Interslice
Interslice
Slice
coordinate
coordinate - Bottom
Normal Force
Shear Force
Force Angle
Number
[ft]
[ft]
[Ibs]
[Ibs]
[degrees]
1
206.856
298
0
0
0
2
209
297.462
365.179
2.67773
0.420122
3
212.403
296.608
1303.9
24.7291
1.08651
4
212.719
296.528
1338.43
26.8302
1.1484
5
221.86
292.789
3964.55
203.052
2.93195
6
231
289.05
8899.18
731.402
4.69844
7
240.885
289.165
10136.8
1168.93
6.57804
8
250.769
289.281
11563.5
1710.43
8.41397
9
260.654
289.396
13182.4
2370.74
10.1952
10
270.538
289.512
14996.5
3163.44
11.9116
11
280.423
289.627
17008.3
4100.45
13.5545
12
290.308
289.742
19220
5191.79
15.1162
13
300.192
289.858
21633.2
6445.17
16.5904
14
310.077
289.973
24249.1
7865.74
17.9716
15
319.962
290.088
27068
9455.78
19.2561
16
329.846
290.204
30089.7
11214.4
20.4404
17
339.731
290.319
33313.3
13137.6
21.5225
18
349.615
290.435
36737.2
15217.5
22.5006
19
359.5
290.55
40358.8
17442.9
23.3738
20
369.385
290.665
44175
19798.9
24.1416
21
379.269
290.781
48181.8
22266.7
24.8035
22
389.154
290.896
52374.4
24824.2
25.3598
23
399.038
291.012
56747.4
27445.8
25.8107
24
408.923
291.127
61294.5
30102.4
26.1562
25
418.808
291.242
66009.1
32762.2
26.3965
26
428.692
291.358
70883.7
35390.9
26.5321
27
438.577
291.473
75910.5
37951.6
26.5628
28
448.462
291.588
81081.3
40405.9
26.4888
29
458.346
291.704
86387.5
42714.2
26.31
30
468.231
291.819
91820.5
44835.9
26.0262
31
478.115
291.935
97371.3
46730.5
25.6373
32
488
292.05
103031
48357.7
25.1431
33
498.978
295.465
92553.8
42121
24.4702
34
509.956
298.881
82103.3
35984.4
23.667
35
520.934
302.296
71673.7
30031.1
22.7336
36
531.912
305.712
61259
24341.3
21.6704
37
534.16
307.769
58441.8
22946.6
21.437
38
543.592
316.402
47746.3
17755.3
20.3985
39
553.025
325.035
38019.2
13289.4
19.2668
40
562.458
333.668
29263.5
9533.22
18.0441
41
571.891
342.301
21485.3
6459.36
16.7329
42
581.323
350.935
14692.6
4029.61
15.3369
43
590.756
359.568
8896.31
2195.07
13.8603
44
600.189
368.201
4109.31
896.614
12.3085
45
609.621
376.834
346.879
65.4682
10.688
46
619.054
385.468
-2373.66
-376.211
9.00613
47
628.487
394.101
-4033.07
-514.595
7.2713
48
637.919
402.734
-4610.39
-443.349
5.49285
49
647.352
411.367
-4083.2
-262.679
3.68086
50
656.785
420
-2427.85
-78.2566
1.84617
51
666.217
428.634
0
0
0
Entity Information
Piezoline
Geosynthetic Interface Conformance (FS=1.5).slim

IUD EINTERRRET 8.111
Page 6 of 8
X Y
0 279
140 280
206 279
580 280
592 279
683 280
733 290
799 290
867 280
1060 279
Block Search Polyline
X
Y
209.072
298.021
231
289.05
488
292.05
533
306.05
547
302.05
559
300.05
749
297.05
914
301.05
920.999
302.05
933
306.05
944
306.05
1060
302.05
External Boundary
X Y
0 150
1060 150
1060 279
1060 300
1060 302
1060 302.05
1060 302.1
1060 304.1
1060 524
1021 530
212.022 298.864
209.144 298.041
209.072 298.021
209 298
0 298
0 279
Material Boundary
X
Y
209
298
231
289
488
292
533
306
547
302
559
300
749
297
914
301
921
302
933
306
944
306
1060
302
Geosynthetic Interface Conformance (FS=1.5).slim

91MNT RRRU 8.016
a1� : Page 7 of 8
Material Boundary
X
Y
0
279
206
279
580
280
592
279
683
280
733
290
799
290
867
280
1060
279
Material Boundary
X
Y
209
296
231
287
488
290
533
304
547
300
559
298
749
295
914
299
921
300
933
304
944
304
1060
300
Material Boundary
X
Y
209.144
298.041
231
289.1
488
292.1
533
306.1
547
302.1
559
300.1
749
297.1
914
301.1
921
302.1
933
306.1
944
306.1
1060
302.1
Material Boundary
X
Y
212.022
298.864
231
291.1
488
294.1
533
308.1
547
304.1
559
302.1
749
299.1
914
303.1
921
304.1
933
308.1
944
308.1
1060
304.1
Material Boundary
Geosynthetic Interface Conformance (FS=1.5).slim

SUDQNMRPRU 8.016
Page 8 of 8
X Y
231 289
231 289.05
231 289.1
Material Boundary
X Y
209 296
209 298
Material Boundary
X Y
488 292
488 292.05
488 292.1
Material Boundary
X Y
559 300
559 300.05
559 300.1
Geosynthetic Interface Conformance (FS=1.5).slim

GLOBAL AND INTERIM SLOPE STABILITY ANALYSIS

FINAL COVER STABILITY ANALYSIS

,iii
Civil & Environmental Consultants, Inc.
PROJECT Anson County Landfill PROJECT NO.
Phase 5 Expansion PACE
Final Cover Stability Analysis
MADE BY ZLM DATE 10/23/2018 CHECKED BY TDM DATE
REVISED BY BTN 3/10/2023
CALCULATION BRIEF
165-276
1 OF 9
10/25/2018
TDM 3/10/2023
ANSON COUNTY LANDFILL
PROPOSED PHASE 5 EXPANSION
FINAL COVER STABILITY ANALYSIS
OBJECTIVE: The objective of this analysis is to determine the minimum required shear
strength of the final cover system components to provide adequate long-term
stability by analyzing two final cover system scenarios, as described below.
This analysis was performed to determine the minimum material/interface
shear strength values that will yield factors of safety (FS) equal to or greater
than 1.50 under static conditions. Additionally, an analysis was performed
under seismic conditions to determine the minimum material/interface shear
strength values that will yield FS equal to or greater than 1.00
REFERENCES: 1. Giroud, J.P., Bachus, R.C., and Bonaparte, R., "Influence of Water Flow
on the Stability of Geosynthetic- Soil Layered Systems on Slopes,"
Geosynthetics International, Vol. 2, No. 6, 1995.
2. "Principles of Geotechnical Engineering," Braja M. Das, Fifth Edition,
2002.
3. Geosynthetic Research Institute, Direct Shear Database of Geosynthetic-to-
Geosynthetic and Geosynthetic-to-Soil Interfaces, June 2005.
4. Matasovic, Neven, "Selecion of Method for Seismic Slope Stability
analysis" (1991). International Conferences on Recent Advances in
Geotechnical Earthquake Engineering and Soil Dynamics. 25.
METHODOLOGY: The final cover system scenarios were analyzed for shallow translational
failure surfaces under static conditions using the method of analysis
presented in reference number (Ref. No.) 1. The final cover system
scenarios were analyzed for shallow translational failure surfaces under
seismic conditions using the method of analysis presented in Ref. No. 4.
ANALYSIS:
PROPOSED FINAL COVER SYSTEM

,iii
Civil & Environmental Consultants, Inc.
PROJECT Anson County Landfill PROJECT NO. 165-276
Phase 5 Expansion PACE 2 OF 9
Final Cover Stability Analysis
MADE BY ZLM DATE 10/23/2018 CHECKED BY TDM DATE 10/25/2018
REVISED BY BTN 3/10/2023 TDM 3/10/2023
The proposed final cover system consists of 3.5H:1 V final side slopes. The proposed components
of the final cover system are outlined below from top to bottom:
Cap System:
o0 6-inch thick, top soil layer;
oo 18-inch thick protective cover;
oo A lateral drainage layer composed of a double -sided geocomposite;
oo Minimum 40-mil thick, linear low -density polyethylene (LLDPE) textured geomembrane;
oo 18-inch minimum thick, clay liner; and
oo 12-inch intermediate cover.
Alternate Cap System:
oo 6-inch thick, top soil layer;
oo 18-inch protective cover;
oo A lateral drainage layer composed of a double -sided geocomposite;
oo Minimum 40-mil thick, LLDPE textured geomembrane;
oo Reinforced geosynthetic clay liner (GCL); and
oo 12-inch thick, intermediate cover.
STATIC CONDITIONS EVALUATION
From Ref. No. 1, the following equation can be used to determine the factor of safety (FS) against
veneer failure of the liner system above the geomembrane (between the final cover soil layer and
the geosynthetic materials).
aA
FS — 1Yt(t—tw)+Ysattw1 Yt(t—tw)+Ybtw 1 tan 8A + sin P
A tanfl Yt(t—tw)+Yattw
Ct
h [sin
Cos 0Yt(t — tw) + ysattw fl COs(fl + 0)J
T/h
+ f LYt(t — tw) + Ysattw�

,iii
Civil & Environmental Consultants, Inc.
PROJECT Anson County Landfill PROJECT NO.
Phase 5 Expansion PACE
Final Cover Stability Analysis
MADE BY ZLM DATE 10/23/2018 CHECKED BY TDM DATE
REVISED BY BTN 3/10/2023
165-276
3 OF 9
10/25/2018
TDM 3/10/2023
Conversely, from Ref. No. 1, the following equation can be used to determine the FS against
veneer failure of the liner system below the geomembrane (between the low permeability soil and
the geomembrane).
aB
tan 6B sin fl
FSB = tan fl + Yt(t — tw) + Ysattw
+ yt(t — t,*) + ybtW I t f sin 0 l
Yt (t — tw) + Ysattw h. L2 sin flcos flcos((l + 0)J
Ct
h cos 4 l
+ yt(t — tw) + ysattw [sin fl cos (fl + 0)]
T/h
+ f LYt(t — tw) + Ysattw�
Where: FS =
Factor of safety (unitless);
6A =
Interface friction angle above liner (degrees);
6B =
Interface friction angle below liner (degrees);
aA =
Interface adhesion intercept above liner [pounds per square foot (psf)];
aB =
Interface adhesion intercept below liner (psf);
0 =
Soil internal friction angle (degrees);
c =
Soil cohesion intercept (psf);
yt =
Moist soil unit weight [pounds per cubic foot (pcf)];
ysat =
Saturated soil unit weight (pcf);
Yb =
Buoyant soil unit weight (ysat — yw), (pcf);
y,v =
Unit weight of water (pcf);
t =
Depth of cover soil above critical interface [feet (ft)];
tw =
Water depth above critical interface (ft);
t*w =
Water depth at toe of slope (ft);
fl =
Slope inclination (degrees);
h =
Vertical height of slope (ft); and
T =
Tension in geosynthetic material [pounds per foot (ppf)].
Input Parameters
The final cover system slopes will be graded at approximately 3.5H:IV, or 15.9 degrees. The
maximum slope length is approximately 805 feet (planar), which equates to a slope height of 230
feet (805 ft - 3.5 = 230 ft).

,iii
Civil & Environmental Consultants, Inc.
PROJECT Anson County Landfill PROJECT NO. 165-276
Phase 5 Expansion PACE 4 OF 9
Final Cover Stability Analysis
MADE BY ZLM DATE 10/23/2018 CHECKED BY TDM DATE 10/25/2018
REVISED BY BTN 3/10/2023 TDM 3/10/2023
Additionally, it has been conservatively assumed that no tension develops in the final cover
system. Also, the final cover system was analyzed with the conservative assumption that water
flows through the full thickness of the soil layers (i.e., drainage layer failure).
From Ref. No. 3, the frictional interface values for the layers above the geomembrane are as
follows:
Geosynthetic Interface
Friction Angle
(degrees)
Adhesion
s
Textured LLDPE Geomembrane vs. Geocom osite
26
169
Geocom osite from granular soil
27
292
However, These interface fictional values should be compared to the minimum friction angle
associated with placing the final cover material on the slope. From Ref. No. 2, the FS for
cohesionless soils can be determined using the following equation.
tan 0
FS = tan /3
Where: 0 = Internal friction angle of the critical interface (degrees)
R = Slope angle (15.9' for 3.51-1:1V slope)
Rearranging to solve for the minimum required internal friction angle yields:
tan 0 = FS x tan fl
tan 0 = 1.5 x tan(15.9)
0 � 23.1°
Therefore the geosynthetic interface friction angle above the geomembrane was set to 23.1 degrees
with an adhesion of 0.
For the interfaces below the geomembrane, again using Ref. No. 3, the frictional interface values
for the layers below the geomembrane are as follows:
Geosynthetic Interface
Friction Angle
(degrees)
Adhesion
s
Textured LLDPE Geomembrane vs. Cohesive Soil
21
121

,iii
Civil & Environmental Consultants, Inc.
PROJECT Anson County Landfill PROJECT NO. l 65-276
Phase 5 Expansion PACE 5 OF 9
Final Cover Stability Analysis
MADE BY ZLM DATE 10/23/2018 CHECKED BY TDM DATE 10/25/2018
REVISED BY BTN 3/10/2023 TDM 3/10/2023
Textured LLDPE Geomembrane vs GCL nonwoven side
23
167
GCL Internal Shear Strength
16
793
GCL woven side vs. Cohesive Soil
32
0
Therefore, the geosynthetic interface friction angle below the geomembrane was set to 16 degrees
with an adhesion of 0 psf.
The following properties were assumed to determine the FS above and below the cap
geomembrane:
Parameter
Symbol
Drainage
Layer
Properties
Moist Unit Weight (pcf)
y t
120
Saturated Unit Weight (pcf)
7sat
125
Buoyant Unit Weight (pcf)
7b
62.6
Final Cover Soil Friction Angle (degrees)
28
Final Cover Soil Cohesion (psf)
c
0
Final Cover Soil Thickness ft
t
2.0
Geosynthetic Interface Friction Angle above
the Geomembrane (degrees)
d
23.1
Geosynthetic Interface Friction Angle below
the Geomembrane (degrees)
15b
16
Water depth above critical interface ft
tW
2.0
Water depth above critical interface at toe ft
t`w
2.0
Using these parameters, the above equations were setup in spreadsheet form to determine the
minimum geosynthetic adhesion value required to obtain a FS of 1.5 or greater. The following
minimum adhesion values were obtained from this analysis.
Scenario
Minimum
Geosynthetic Interface
Adhesion (psf)
Above
Geomembrane
With Water
51
Without Water
0
Below
Geomembrane
With Water
34
Without Water
32

,iii
Civil & Environmental Consultants, Inc.
PROJECT Anson County Landfill PROJECT NO. 165-276
Phase 5 Expansion PACE 6 OF 9
Final Cover Stability Analysis
MADE BY ZLM DATE 10/23/2018 CHECKED BY TDM DATE 10/25/2018
REVISED BY BTN 3/10/2023
SEISMIC CONDITIONS EVALUATION
TDM 3/10/2023
A parametric analysis was conducted to establish the minimum interface friction angle and
interface adhesion such that the calculated seismic veneer stability factor of safety is equal to or
greater than 1.0, the minimum regulatory requirement for seismic CCR slope stability [EPA,
2015].
From Ref. No. 4, The following equation can be used to determine the factor of safety (FS) against
veneer failure of the liner system for seismic conditions. Similar to the approach above, the liner
system was evaluated for conditions above and below the geomembrane.
sataW
+ tan6 C1 — Y( d,,)1 — kstanfltan8
FS — Ysat zos2�3
ks + tang
Where: FS =
SA =
6B =
aA =
aB =
ysat =
yW =
fl =
ks =
z =
dW =
Calculated factor of safety (unitless);
Interface friction angle above liner (degrees);
Interface friction angle below liner (degrees);
Interface adhesion intercept above liner [pounds per square foot (psf)];
Interface adhesion intercept below liner (psf);
Saturated soil unit weight (pcf);
Unit weight of water (pcf);
Slope inclination (degrees);
Pseudostatic coefficent;
Depth of the estimated slip surface (ft); and
Depth to water surface (ft).
The following properties were assumed to determine the FS above the cap geomembrane:
Parameter
Symbol
Drainage
Layer
Properties
Saturated Unit Weight (pcf)
Ysat
125
Buoyant Unit Weight c
W
62.4
Slope inclination (degrees)
15.9
Pseudostatic coefficent
ks
.045
Depth of the estimated slip surface ft
z
2.0

,iii
Civil & Environmental Consultants, Inc.
PROJECT Anson County Landfill PROJECT NO. 165-276
Phase 5 Expansion PACE 7 OF 9
Final Cover Stability Analysis
MADE BY ZLM DATE 10/23/2018 CHECKED BY TDM DATE 10/25/2018
REVISED BY BTN 3/10/2023 TDM 3/10/2023
Drainage
Layer
Parameter
Symbol
Properties
Geosynthetic Interface Friction Angle below
6A
21.3
the Geomembrane (degrees)
Interface adhesion intercept s
aA
51
Depth to water surface ft
dW
2.0
Using these properties, a factor of safety of 1.90 was calculated. Being above 1.0, the static
evaluation described above was considered controlling and was used to specify the "above the
cap" peak shear strength envelope.
The following properties were assumed to determine the FS below the cap geomembrane:
Parameter
Symbol
Drainage
Layer
Properties
Saturated Unit Weight (pcf)
7sat
125
Buoyant Unit Weight c
W
62.4
Slope inclination (degrees)
15.9
Pseudostatic coefficent
ks
.045
Depth of the estimated slip surface ft
z
2.0
Geosynthetic Interface Friction Angle below
the Geomembrane (degrees)
6B
19
Depth to water surface ft
dW
2.0
Using these properties, the calculated factor of safety was 1.27. Being above 1.0, the static
evaluation described above was considered controlling and was used to specify the "below the
cap" peak shear strength envelope.
MINIMUM REQUIRES STRENGTH ENVELOPE
For specification purposes, a minimum required strength shall be provided. The required peak
shear strength that corresponds to the above friction angles can be determined from the following
equation:
i s+6*tan gy

Civil & Environmental Consultants, Inc.
PROJECT Anson County Landfill PROJECT NO. 165-276
Phase 5 Expansion PACE 8 OF 9
Final Cover Stability Analysis
MADE BY ZLM DATE 1 n/71/7'n1 R CHECKED BY TDM DATE 10/25/201 R
REVISED BY BTN 3/10/2023 TDM 3/10/2023
Where: r = Peak shear strength (psf);
c = Cohesion (psf);
6 = Normal load (psf); and
� = Interface friction angle above or below liner (degrees);
These low normal load shear strength requirements are summarized in the table below:
Interface
Normal Load,
a ( SO
Peak Shear
Strength, i (psf)
100
94
250
158
Above Geomembrane
500
264
750
371
1,000
478
100
63
250
106
Below Geomembrane
500
177
750
249
1,000
321

,iii
Civil & Environmental Consultants, Inc.
PROJECT Anson County Landfill PROJECT NO.
Phase 5 Expansion PACE
Final Cover Stability Analysis
MADE BY ZLM DATE 10/23/2018 CHECKED BY TDM DATE
REVISED BY BTN 3/10/2023
165-276
OF 9
10/25/2018
TDM 3/10/2023
CONCLUSIONS: The analysis indicates that the soil materials used to construct the final cover
system over the 3.5H:1 V slopes must possess the peak shear strengths shown
under the range of normal loads identified to achieve the required FS of 1.5
or 1.0, for static and seismic requirements respectively.
Interface shear strength testing should be performed for the specific products
used in each construction increment of the final cover system at the Anson
County Landfill Phase 5 construction to confirm the minimum low -normal
load shear strength requirements are met. Peak shear strengths are provided
in both interface friction angle and shear stress at the specified normal load.
Shear stress is calculated using the equation T = c + a tan(y), where c equals
cohesion/adhesion. Exceeding either the required friction angle with
cohesion/adhesion equal to zero or the peak shear stress at the required
normal load is an acceptable test result.

FIGURE

NORTH
LEGEND
Longest 3.5H:1 V
Slope = 805 feet
AP
EXISTING TOPOGRAPHIC CONTOUR
300 PROPOSED BASE GRADE CONTOUR
C�2
*HAND SIGNATURE ON FILE
SCALE IN FEET
iiiii
0 500 1000

SPREADSHEET OUTPUT

Factor of Safety ABOVE the Geomembrane, With Water in Soil
Input Parameter
Symbol
Value
Units
Unit Weight of Soil
yt
120.0
pcf
Soil Cover Thickness
t
2.0
ft
Water Flow Thickness
tom,
2.00
ft
Water Flow Thickness in Wedge 1 (i.e., toe area)
t*,
2.00
ft
Saturated Unit Weight of Soil
Ysat
125.0
pcf
Buoyant Unit Weight of Soil
yh
62.6
pcf
Geosynthetic Interface Adhesion ABOVE Liner
as
51.0
psf
Geosynthetic Interface Friction Angle ABOVE Liner
Sa
23.1
degrees
Angle of Slope
R
15.9
degrees
Soil Friction Angle
cp
28.0
degrees
Cohesion of Soil
c
0.0
psf
Geosynthetic Tension
T
0.0
ppf
Height of Slope
h
230.0
ft
Yt (t— t.) + Y6, C. tan 6,, -9.4/sinp
S = Ya (t — tj + y, tw tan + Yr (t — Q + Ysar tw
+ Y, (f — Q + Yb r, t sin 0
y+ 0 — i.) + Y.,.o t,w h zsin.6 cusp cosy ♦ 1
r 1/1) cosrp
ye V — 1.) + Y.f tw sin fi cus i 4-
1h
}'r (t — 6 + Ysar tw
Factor of Safety FSA 1.50
Prepared by: ZLM Date: 10/23/2018
Checked By: TDM Date: 10/25/2018

Factor of Safety ABOVE the Geomembrane, No Water in Soil
Input Parameter
Symbol
Value
Units
Unit Weight of Soil
yt
120.0
pcf
Soil Cover Thickness
t
2.0
ft
Water Flow Thickness
tom,
0.0
ft
Water Flow Thickness in Wedge 1 (i.e., toe area)
t*,
0.0
ft
Saturated Unit Weight of Soil
Ysat
125.0
pcf
Buoyant Unit Weight of Soil
yh
62.6
pcf
Geosynthetic Interface Adhesion ABOVE Liner
as
0.0
psf
Geosynthetic Interface Friction Angle ABOVE Liner
Sa
23.1
degrees
Angle of Slope
R
15.9
degrees
Soil Friction Angle
cp
28.0
degrees
Cohesion of Soil
c
0.0
psf
Geosynthetic Tension
T
0.0
ppf
Height of Slope
h
230.0
ft
�+ rr(t — t,) + y& t,. tano, �J sinp
FJ { Ya (t — lj + y ,.! fW Land + y, (t — Q + Ysir 1w
+ Y,Q— rw) +Ybrw t sinfp
yr {I — Q + y.,,r t,, h Zsirkj6 c(i5f6 coso + )
c t/h n sro
T'/h
+ }'r (t — t'.) + V' , t"
Factor of Safety FSA 1.51
Prepared by: ZLM Date: 10/23/2018
Checked By: TDM Date: 10/25/2018

Factor of Safety BELOW the Geomembrane, With Water in Soil
Input Parameter
Symbol
Value
Units
Unit Weight of Soil
yt
120.0
pcf
Soil Cover Thickness
t
2.0
ft
Water Flow Thickness
tµ,
2.0
ft
Water Flow Thickness in Wedge 1 (i.e., toe area)
t*W
2.0
ft
Saturated Unit Weight of Soil
Ysat
125.0
pcf
Buoyant Unit Weight of Soil
yb
62.6
pcf
Geosynthetic Interface Adhesion BELOW Liner
ab
34.0
psf
Geosynthetic Interface Friction Angle BELOW Liner
Sb
16.0
degrees
Angle of Slope
R
15.9
degrees
Soil Friction Angle
cp
28.0
degrees
Cohesion of Soil
c
0.0
psf
Geosynthetic Tension
T
0.0
ppf
Height of Slope
h
230.0
ft
— mn.6,q,y + a..f sin# + y, (I — t,,.) + yb f,r I ;;[no
Y
Y -y� (f — d,) + ysat i, yd (t — Q + y,,r tn• h 2 sing coig coso + J
+ a/h coso 71h
}f, 1.) + i , sing fins + T) Yr � — fd + 7f2o 1w
Factor of Safety FSB 1.51
Prepared
by:
ZLM
Date:
10/23/2018
Checked
By:
TDM
Date:
10/25/2018

Factor of Safety BELOW the Geomembrane, No Water in Soil
Input Parameter
Symbol
Value
Units
Unit Weight of Soil
Yt
120.0
pcf
Soil Cover Thickness
t
2.0
ft
Water Flow Thickness
t"
0.0
ft
Water Flow Thickness in Wedge 1 (i.e., toe area)
t*w
0.0
ft
Saturated Unit Weight of Soil
Ysat
125.0
pcf
Buoyant Unit Weight of Soil
Yb
62.6
pcf
Geosynthetic Interface Adhesion BELOW Liner
ab
32.0
psf
Geosynthetic Interface Friction Angle BELOW Liner
6b
16.0
degrees
Angle of Slope
R
15.9
degrees
Soil Friction Angle
cp
28.0
degrees
Cohesion of Soil
c
0.0
psf
Geosynthetic Tension
T
0.0
ppf
Height of Slope
h
230.0
ft
3 = tan.66 + a,/ sin # + n (I — t..) + Yb 4 r sln o
s tam 0 ye (r — a,,) + yrar 1, Y+ (f — Q + Vrar I. h 2 si„A cos fl cmt6 + )
+ tl/h r050 _ + T1h
-y� — t.) + ys.v tw sinp fi�518 + T) /r 1 — fd + 7r2o 1w
Factor of Safety FSB 1.50
Prepared by: ZLM Date: 10/23/2018
Checked By: TDM Date: 10/25/2018

PHASE 4 & 5 PTC SUBMITTAL
PIPE SEISMIC EVALUATION

AF
11AAWIWAII
7
i
Civil & Environmental Consultants, Inc.
PROJECT Anson Countv Landfill
PROJECT NO. 165-276
Proposed Phase 5 Expansion PAGE 1
Global Slope Stability Analysis
MADE BY BTN DATE 3/10/23 CHECKED BY TDM
PHASE 4 & 5 PTC SUBMITTAL
PIPE SEISMIC EVALUATION
OVERVIEW
OF 4
DATE 03/10/23
Based on Section 3.2 and 4.5.1 of EPRI [2006], the LCRS pipe seismic evaluation was conducted by
calculating bending strain due to pipe curvature and axial strain along the interface between the pipe
and adjacent material under the design seismic loading and then comparing the calculated strains
with an allowable strain. Eight -inch pipe was selected for seismic evaluations since it is being used
for the LCRS.
BENDING STRAIN DUE TO PIPE CURVATURE
The top and bottom of pipe will bend as seismic waves propagate through material surrounding the
pipe. The bending strain at the top and bottom of the pipe due to the pipe curvature is estimated using
the following equation:
where:
,-, = k(D/2) Eq. (1)
E, = axial strain due to bending curvature;
k = bending curvature; and
D = outer diameter of the pipe (in.)
The bending curvature induced by the seismic loadings can be estimated using a seismic parameter
as described in the subsequent subsection.
Bending Curvature Estimation
The curvature due to pipe bending under earthquake loading can be estimated using the equation
below:
_ PGA
k (akC)z
where:
Eq. (15)

Civil & Environmental Consultants, Inc.
PROJECT Anson County Landfill PROJECT NO.
Proposed Phase 5 Expansion PAGE 2
Global Slope Stability Analysis
MADE BY BTN DATE 3/10/23 CHECKED BY TDM
k bending curvature (1 /in);
PGA = peak ground acceleration (in/sec2);
165-276
OF 4
DATE 03/10/23
ak= seismic wave curvature coefficient (1.6 for compression waves, 1.0 for
shear/Rayleigh waves); and
c = seismic wave velocity (in/sec).
STRAIN DUE TO AXIAL THRUST
The material surrounding the buried pipe will transmit strain energy into the HDPE pipe. The
average normal pressure transmitted from the design seismic loading is estimated using Equation
(2) shown below.
S. = [ysoiiH(1 + Ko)/2] + (yp/7rD)
where:
& = average normal pressure (psi);
ysoZr= density of the material surrounding the pipe (lb/in3);
H = material above pipe (in);
Ko = coefficient of lateral earth pressure at rest; and
yp = pipe weight per unit length (lb/in).
Eq. (2)
The axial thrust along the interface between the pipe and material surrounding the pipe can be
estimated using Equation (3).
Fm= (7rD) [Ca + Sntano] Eq. (3)

Civil & Environmental Consultants, Inc.
PROJECT Anson County Landfill PROJECT No.
Proposed Phase 5 Expansion PAGE 3
Global Slope Stability Analysis
MADE BY BTN DATE 3/10/23 CHECKED BY TDM
where:
F. = axial thrust (lb/in);
G adhesion of material surrounding the pipe (psi); and
0 = friction angle of material surrounding the pipe (degrees).
165-276
OF 4
DATE 03/10/23
The axial strain can be estimated using the unit force calculated in Equation (4) and the following
equation:
Ec = min1(F„LW/4EcctAp), (PGV/awcr)] Equation (4)
where:
c, = axial strain due to axial thrust along the pipe -material interface;
LW = wavelength of passing seismic wave (in), estimated as cr/f,
c, = seismic wave velocity (in/sec);
f = predominant frequency (1/sec), estimated as PGA Pca ;
27[fGV
PGV
E,cr = secant modulus of the pipe (psi);
AP = net cross -sectional area of the pipe (in2);
PG = peak ground velocity (in/sec); and
a,v= seismic wave coefficient (1.0 for compression/Rayleigh waves, 2.0 for shear
waves).
SEISMIC EVALUATION

Civil & Environmental Consultants, Inc.
PROJECT Anson County Landfill PROJECT No.
Proposed Phase 5 Expansion PAGE 4
Global Slope Stability Analysis
MADE BY BTN DATE 3/10/23 CHECKED BY TDM
165-276
OF 4
DATE 03/10/23
Pipe seismic evaluations were performed as described above. The bending strain calculations due
to pipe curvature are summarized in Tables 1 and 2. The calculated bending strains for 8-in
diameter pipes are less than 2.5 percent. The axial strain calculations are presented in Tables 3 and
4. The calculated axial strains for 8-in diameter pipes are less than 3 percent. As indicated in Table
5, the LCRS pipe and the force main meets the seismic requirements.
CONCLUSION
This attachment has shown that the leachate collection system will be able to withstand anticipated
seismic bending and axial strains and meets the seismic requirements laid out by the EPRI.

TABLES

SETTLEMENT ANALYSIS

7
,iIAVAF
ii
Civil & Environmental Consultants, Inc.
PROJECT Anson County Landfill PROJECT NO. 165-276
Proposed Phase 5 Expansion PAGE
Settlement Analysis
nLADE BY ZLM DATE 10/23/18 CHECKED BY TDM
CALCULATION BRIEF
ANSON COUNTY LANDFILL
PROPOSED PHASE 5 EXPANSION
SETTLEMENT ANALYSIS
Or S
DATE 1 0/29/1 R
OBJECTIVE: Determine the subgrade settlement for the Proposed Phase 5 Expansion Area at
the Anson County Landfill. Determine if the separation distance between the
settled base grades and the seasonal high groundwater table and bedrock
satisfies regulatory required separation distances.
REFERENCES 1. Das, B. M., Principles of Foundation Engineering, Fifth Edition, 2004.
2. Permit to Construct Application for Phases 3-4 MSW Landfill at the
Chambers Development Solid Waste Management Facility (Facility Permit
No. 0403); prepared for Chamber Development of North Carolina; prepared
by Civil & Environmental Consultants, Inc.; Application submitted on
November 2016.
3. Anson County Landfill; Phase 5 Expansion Area Permit Drawing Set,
prepared by Civil & Environmental Consultants, Inc. (This Permit
Application)
4. Design Hydrogeologic Investigation for the Phase 5 Landfill Expansion
Area; Prepared for Waste Connections of the Carolinas; Prepared by Civil &
Environmental Consultants, Inc.; March 2018.
METHODOLOGY: Use one-dimensional consolidation theory to determine the settlement of the
Compacted Soil Liner (CSL) and residual soils underlying the Anson County
Landfill Phase 5 Expansion Area. Use existing data from previous settlement
analysis Reference Number (Ref. No.) 2 and the Design Hydrogeologic Study
(Ref. No. 4) to provide information required for the settlement calculations.
Determine the settlement occurring at each boring location throughout the
proposed Phase 5 waste disposal footprint. Compare the settled grades to the
seasonal high groundwater table and bedrock elevations. Determine if the
identified separation distances meet North Carolina administrative code
requirements for separation of the bottom of the liner system from the seasonal
high groundwater elevations (>4 feet separation) and bedrock (>4 feet
separation) [NCAC § 130A-295.6.(f)].

7
,iIAVAF
ii
Civil & Environmental Consultants, Inc.
PROJECT Anson County Landfill PROJECT NO. 165_276
Proposed Phase 5 Expansion PAGE 2 Or 5
Settlement Analysis
MADE BY ZLM DATE 10/23/18 CHECKED BY TDM DATE 10/29/18
ANALYSIS
A majority of the Phase 5 Expansion Area subgrade will be constructed in excavation. Areas requiring
structural fill will be placed and compacted using heavy machinery in controlled lifts. It is assumed
that settlement of any structural fill placed as part of the construction will be negligible following
completion of construction. Therefore, total settlement will consist of settlement of the following
components:
1. CSL; and
2. Residual Soil.
The following properties and thicknesses are assumed for the various materials within the Phase 5
Expansion Area materials:
Material
Unit Weight (pcf)
Municipal Solid Waste
60
CSL
115.4
Residual Soil
115.4
1. CSL Settlement Calculations
It is assumed the soils used in CSL construction will be normally consolidated. From Ref. No. 1,
settlement of normally consolidated soil is calculated as follows:
CCH + 06lS� + eolog(070 60
Where: Sc = Settlement (ft)
Cc =
Compression Index (unitless)
H =
Height (ft)
eo =
Initial Void Ratio (unitless)
6'0 =
Initial Normal Stress (psf)
06' =
Change in Normal Stress (psf)
Similar soil materials used for previous CSL construction at the site will be used for construction of the
Phase 5 Expansion Area CSL. Referring to Ref. No. 2, the Compression Index for CSL material is
0.27 and the initial void ratio used for the CSL material identified in Ref. No. 2 is 1.20. For the Base
Liner System, CSL has a designed thickness of 2 feet.

7
,iIAVAF
ii
Civil & Environmental Consultants, Inc.
PROJECT Anson Countv Landfill
PROJECT NO. 165-276
Proposed Phase 5 Expansion PAGE
Settlement Analysis
nLADE BY ZLM DATE 10/23/18 CHECKED BY TDM
3 Or 5
DATE 10/29/18
At the maximum waste thickness, approximately 245 feet of waste will be placed atop of the CSL. An
assumed initial normal stress of 115.4 psf (normal stress at middle of CSL layer following placement)
was used.
The maximum CSL settlement to occur is calculated as follows:
_ 0.27(2) 115.4 + [(245 x 60) — 115.41
S0 1 + 1.201og 115.4
5c=0.52 ft
2. Residual Soil Settlement
Similar to the CSL settlement analysis described above, the settlement of the residual soil layer was
estimated assuming the soil is normally consolidated. Therefore, the equation identified above for the
CSL settlement analysis was again used for the Residual Soil Settlement analysis.
Settlement was estimated at the test boring locations within the Phase 5 Expansion Area. Several
boring locations were excluded from the settlement analysis due to the boring locations proximity to
the expansion area limits. For each boring location, the proposed final grades, proposed base grades,
existing ground surface, seasonal high groundwater contours, and bedrock contours were determined
(See the attached Figures). Using the settlement equation shown above, the anticipated settlement at
each test boring point was determined under the final grading scenario of the proposed Phase 5
Expansion Area (see attached settlement spreadsheets).
At each test boring location, the estimated settlement was subtracted from the proposed base grade in
order to estimate the settled base grade elevations. The settled base grade elevations were then
compared to seasonal high groundwater elevations and bedrock to determine if the required separation
distances were met. A check was also completed to confirm that post -settlement base grades maintain
a minimum 2% slope.
SETTLEMENT RESULTS
The settlement estimate (Residual Soil) for each test boring location are included in the settlement
spreadsheet evaluation included at the end of this calculation brief. Additionally, the results of the
settlement analysis are summarized below.

7
r1M
ii
Civil & Environmental Consultants, Inc.
PROJECT Anson Countv Landfill
PROJECT NO. 165-276
Proposed Phase 5 Expansion PAGE
Settlement Analysis
NUkDE BY ZLM DATE 10/23/18 CHECKED BY TDM
4 Or 5
DATE 10/29/18
Required
[NCAC §130A-
Parameter
Minimum
Maximum
Average
295.6. ]
Settlement
0.00ft
6.33ft
1.55ft
N/A
Post -Settled Separation Distance
4.05
19.63
8.90ft
>4.0
to Groundwater
Post -Settled Separation Distance
4.59ft
43.6711
20.5211
>4.0
to Bedrock
Also, the results of the grade checks show that the post settled grades will be greater than 2%. Point
locations for the grade checks are shown on the attached figure. The grade checks were determined in
a spreadsheet format and is attached to this calculation brief and are summarized below:
Point No.
Pre -Settled
Gradient
Between *A
and *B
Post -Settled
Gradient
Between *A
and *B
lA
3.1%
3.9%
1B
2A
3.8%
3.2%
2B
3A
4.1%
3.6%
3B
4A
2.0%
2.1%
4B
5A
2.3%
2.7%
513
6A
2.5%
2.2%
6B
7A
2.1%
2.5%
7B
8A
2.3%
2.2%
8B

7
,iIAVAF
ii
Civil & Environmental Consultants, Inc.
PROJECT Anson County Landfill PROJECT NO. 165-276
Proposed Phase 5 Expansion PAGE 5 Or 5
Settlement Analysis
MADE BY ZLM DATE 10/23/18 CHECKED BY TDM DATE 10/29/18
CONCLUSION:
The required separation distances of the base grades to the seasonal high
groundwater table and bedrock for the proposed Phase 5 Expansion Area for the
Anson County Landfill satisfy the regulatory requirements. Also, the post -
settlement base grades maintain a minimum of 2% slope.

6 5 4
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LEGEND
- - PROPERTY LINE
— 300' PROPERTY BUFFER
EXISTING STREAMS
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— -300-- EXISTING MAJOR CONTOUR
- - - - - - - EXISTING MINOR CONTOUR
EXISTING LEACHATE FORCEMAIN
U
W
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cc
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� / / � � 'I / /� /�i%� , // �/ ////�/ /�///
// / i / /'/ / // \PHASE // // / / / / / / /
/ / / // / /�� i/ / �1/ 0 // / /// // / // / / / / / / / / / /
/ / // / / // // / // �/ / //// / / // // I a W
L/,/Q // / /// l/ / oc _ PZ 1 /l /
l / / / / / \ /i o
,o \ r✓ / i i iii/�iji///i�� / .L /////////� i //f/////�Q / / / l ch
262.54 �i / / i \ C /� / //� o
/ //// / / —7C D / / / / / //� NORTH CAROLINA a r / / / / ) / / / / /i/ �// 60i i, ///////� // /// / / / o
N REFERENCE �/ / / // // i// , / �l II 1 y /// / / / / // /i i///i�yi' Q / // / / / /// SCALE IN FEET 0 u
\\ //�///, // ��i/ / L //�/i/i�i// ///��///�// �I I In / / �/ //j /j/�//////%i, h`' �Q // //,/� / ////� / / < < //ir, BOARD OF EXAMINERS m
1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS illy, / / / / // /// / / p / ///� �/ / \\- -< �- FOR ENGINEERS AND
0 100 200 H
' DATE IOFDAT 2-FT AERIAL PHOTOGRAPHY JANUARY B5'G�OI18JOB N0. 18-006); 2 \ Z5 2 /Ill SURVEYORS LICENSE Z m
W
\ GW:/� NO. C 3035 w
o /,//i/ // /� _/ ll1 / l /ll / /j/ l ^)'` 1 LL
2.
ACAUIRETOPOGRAPHY
D FROM HNC DOTIDESWASTE CONNECTIONS PROPERTY WAS GW: 286.38 _� �� /� / J� // //� , / // / /J/I \ �— /� l/ I I I I l // // / / / /// / / / (� // if / /l / /%/ �f / / //i��
h Q 285.75 / 30 MW-8D -(��� W
'Lou/ I GW: \ > / /i // /� %%�� / ,/� ///// / ✓ — / / l l / l I l I I l ll/ l ll l/ �/ / /l// / l/%//J//j o // / / / ///�. ��J�// J
r 3. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: ...� ) /� ( // l/ ��!///// , / // / /Il I l // ll /
a 300 \ N/A\`\� (� ( / I / /// / i ////�i /// l \ i IIII l l l I lI/IIII // 111 l//// //// / � // w o m
a 3710644500J, 3710644600J, 3710645500J, 3710645600J. 290 J �\ \ \\ \\ C ) / (/ ( ((� / / / / \ �� �/ // / / / / / / // / / / / z o
0 300 / /\�\� \\\\\\ J/l 1 III I I �\ \ I < ( \ �_ l/ / l ,/ /l/ /l Ill/ /// /lI /IIII ///// / / I // / // //////
o \ \ \\ \\ I I I \ \ \ \\\ l \ `\ , /, / /, //, / / ,/////// / ///// //,///// �,, // //// // / / /�/ J// /// //�j//� //,//,/'� ' W Q >
0 3. SEASONAL HIGH WATER TABLE POTENTIOMETRIC CONTOURS ARE / 0 0 , M \ \\ \ \\ \\ \ \ \( III \ I \ \\ \ \ / / / / / / / / / // / / �/ / / /� / o / // /�/ //� // / J) Lu °
o INTERPOLATED FROM A CORRELATION OF WELL GAUGING DATA FROM A `1 \� \ \� \\ \ \ \ \\ \� \\ \ \ \ \\ \ \ \ , // / / // / / / // / // // / ///% / // / ( ryp / / // / "�
i GIA
PERIOD OF 2001-2017. OVER THIS PERIOD, SEASONAL HIGH WATER�///�� cr EL
CL
LEVELS WERE OBSERVED IN APRIL 2016. THE GEOMETRIC MEAN \ \\ N/A
N DIFFERENCE IN WATER TABLE ELEVATIONS BETWEEN THE SEASONAL HIGH \
A �� r \\ \\\\\ \\ \ \\ \\\\\ \\ \\` \\ \ \ \ l \ / /i l/l/l / �i/i�/l/ rJI�J(l / ///
--��_ \ o J \. \ ° \\\\ \ \\\\\\\ \\\\\ \\\ \ \ 1 / / /// // / JI(/ (Ill //// /j 1 / / /ti//�j� //% // / FIGURE
h APRIL 2016 DATA AND THE APRIL 2017 DATA WAS 1.3 FEET. \
�� / PZ5- C7 _ \ \ \ \\\\\\\\\\\\\\ \\\\ \\ \\\��\\\\\ \ \ \� - ///'/� ))I( (I /\/ / �0//////// BEFORE YOU DIG!
CONSERVATIVELY, TWO FEET WERE ADDED TO THE PHASE 5 WATER I I \ \ \ \ \ \ \\ \ \ / / / // / // / / // //// / / / / //
TABLE ELEVATIONS MEASURED IN MAY 2017 TO APPROXIMATE THE GW: \ \ \ \ \\ \\\\\\\\\\\\\\ \\\\ \ \\ \ \\\ \ / / / l l /l 11 / ////J�) (I (lIl 11 // �// / ///�%��// 01�///////// CALL 1-800-632-4949
\\\ \ \\ \ \\\\\ \ \\\ \\ \ \ \ \ // / / /j //l l l 11 l 11 I / / l / ///// �J3�N.C. ONE -CALL CENTER
N DEPICTED SEASONAL HIGH WATER TABLE SURFACE. \ \ \ \\\\ \\ \ \ \\\\ \ \ \ \\ /////�
a
I\\\ \\\\.\\\...\\����.\\�\\��\\\\�\\\\�.\�\\.\\\\\. ITS THE LAW(
8 7 5 4 3 2 1

4
NORTH
LEGEND
EXISTING TOPOGRAPHIC CONTOUR
21a0 PROPOSED BASE GRADE CONTOUR
2501p"k 26
0 2 - N
/�// 7B&?
� 1
J S
A o
1 �
' `rEXISTING PHASE 3
SUBBASE `GRADES
310 �330" / /
'o 35��" 11
< <�c -\rIJ
11��11 �co 32
1�\ 1 1 /i •� l / � �
YZ
1\4
*HAND SIGNATURE ON FILE
SCALE IN FEET
iiiii
0 500 1000

SETTLEMENT SPREADSHEET EVALUATION

ANSON COUNTY LANDFILL
SETTLEMENT EVALUATION
Project: A... County Landfill Subject: PM1a,e 3 and 4 Are. — Prepared B,: CTH Checked B, NM
P,,JeetN,.: 165-276 &ftl— Andis D..: 3/13/2023 D-: 3/13/2023
Thk",—f
1. Groundwater elevations taken from tM1e Design Hydrogeologic Stady Phases 3 and 4; Prepared for Waste Cormections of tM1e Carolinas; Prepared by SCS Engineers,PC;Oc be,2015
142-152 Page 1 of 1 Maich2015

ANSON COUNTY LANDFILL
SETTLEMENT EVALUATION
-j— Mann C—LVWfI—j—.—IB—..Area Pregretl By: — Ch—d By: NTB
Project N- 165- 6 Settlemen[Arelvsis DW: 11/1 9 Date:
0000©©o0000o0©ooao
165-276 Pe 1 of 1 —be, 2018
165-276 Pe 1 of 1 —be, 2018

POST -SETTLEMENT BASE GRADE SPREADSHEET EVALUATION

ANSON COUNTY LANDFILL
SETTLEMENT EVALUATION
Project: Anson County Landfill Subject Phase 3 and 4 Expansion Area
Project No.: 143-125 Post -Settlement Analysis
*Final Craver..dinsted in Phase 1-4 area ner Phase, 4k 5 PT('
Prepared By: CTH Checked By: NTB
Date: 3/13/2023 Date: 3/13/2023
n
B
C
I)
E
I
G
H
I
7
K
L
M
N
O
Pre -Settled
Separation
Q
R
Boring No.
Final Grades
(El.) *
Existing
Grades
(El.)
Base Grades
(Bottom of
Liner System)
(El.)
Groundwater
(El.)
Bedrock
(El.)
Existing
Thickness of
Residual Soil
(Col. C - Col. F)
(D)
Proposed
Thickness of
Residual Soil
(Col. D - Col. F)
(B)
Middle of
Existing Residual
Soil Layer
(Col. C - 0.5 *Col.
G)
(El.)
Thickness of
Waste
(Col. B - Col. D -
8.5 feet)
(10
da
(Pat)
dais
(at)
Anticipated
Settlement of
Residual Soil
(ft.)
Settled Bottom of
Liner System
Elevation
(Col. D - Col. M)
(EL)
Pre -Settled
Separation
Distance of
Bottom of Liner
System to
Groundwater
(CoL D - Col. E)
(ft)
Pre -Settled
Separation
Distance of
Bottom of Liner
System to
Bedrock
(Col. D - Col. F)
(ft)
Post -Settled
Separation
Distance of
Bottom of Liner
System to
Groundwater
(CoL N - Col. E)
(ft)
Post -Settled
Separation
Distance of
Bottom of Liner
System to
Bedrock
(Col. N - Col. F)
(ft)
IA
375.95
276.83
281.74
275.00
251.01
25.82
30.73
263.92
85.71
1,523
6,435
2.71
279.03
6.74
30.73
4.03
28.02
2A
376.00
277.11
283.45
275.03
252.69
24.42
30.76
264.90
84.05
1,441
6,420
2.78
280.67
8.42
30.76
5.64
27.98
3A
374.00
273.76
280.68
273.75
252.43
21.33
28.25
263.10
84.82
1,258
6,500
2.74
277.94
6.93
28.25
4.19
25.51
4A
352.00
267.91
275.96
264.95
249.26
18.65
26.70
258.59
67.54
1,100
5,530
2.56
273.40
11.01
26.70
8.45
24.14
5A
328.00
1 277.61
273.11
1 264.74
247.57
1 30.04
25.54
262.59
46.39
1,772
3,521
1.49
271.62
8.37
25.54
6.88
24.05
6A
302.00
282.00
270.00
265.00
245.84
36.16
24.16
263.92
23.50
2,133
1,705
0.76
269.24
5.00
24.16
4.24
23.40
7A
324.00
282.00
280.26
274.51
248.85
33.15
31.41
265.43
35.24
1,956
3,015
1.56
278.70
5.75
31.41
4.19
29.85
8A
328.00
278.77
283.83
275.10
249.74
29.03
34.09
264.26
35.67
1,713
3,442
2.00
281.83
8.73
34.09
6.73
32.09
9A
508.00
312.65
317.06
305.00
287.07
25.58
29.99
299.86
182.44
1,509
12,210
3.53
313.53
12.06
29.99
8.53
26.46
10A
516.00
313.99
313.30
305.00
289.05
24.94
24.25
301.52
194.20
1,471
12,614
2.92
310.38
8.30
24.25
5.38
21.33
11A
542.00
313.68
316.00
299.95
289.73
23.95
26.27
301.71
217.50
1,413
14,190
3.36
312.64
16.05
26.27
12.69
22.91
12A
542.00
313.07
313.71
298.72
290.00
23.07
23.71
301.54
219.79
1,361
14,228
3.08
310.63
14.99
23.71
11.91
20.63
302.00
267.91
270.00
264.74
245.84
18.65
23.71
258.59
23.50
1,100
1,705
0.76
269.24
5.00
23.71
4.03
20.63
E.M-,.
542.00
313.99
317.06
305.00
290.00
36.16
34.09
301.71
219.79
2,133
14,228
3.53
313.53
16.05
34.09
12.69
32.09
405.66
1 289.12
1 290.76
1 281.40
262.77
1 26.35
27.99
275.94
1 106.40
1,554
7,484
2.46
1 288.30
9.36
1 27.99
6.91
25.53
Notes:
1. Groundwater elevations taken from the Design Hydrogeologic Sbtdy Phases 3 and 4; Prepared for Waste Connections of the Carolinas; Prepared by SCS Engineers, PC; October 2015
142-152 Page 1 of 1 March 2015

POST
NORTH \ I I I I I I I I I I \ \ \ \ I I I I / SETTLEMENT \ \ \ \ I I I \
5A 269.24
1 I I I I I I I I I I I 1 1 POST
SETTLEMENT 271.62 230 1 \ \ 1 I \ \
I I \ I \ I I \
100
4A / 2�3q \ I ( 11
I I I I 11 1 1 POST I '
SETTLEMENT 2p2%
273.40 cps— POST
SETTLEMENT
I1 I I I I IIII I /� 278.70
3A
/ SPOST
ETTLEMENT
277.94
60 POST
L/ U� SETTLEMENT
0\ 281.83OST
SETTLEMENT
/ 280.67 /
1 I \ \ —2141
B_ B \ \ B 2 ;9
� f I _-100
1 7
\\\ 1 .3 6
CHAMBERS DEVELOPMENT OF NORTH CAROLINA, INC
SCALE IN FEET PERMIT APPLCIATION
Civil & Environmental Consultants Inc. ANSON COUNTY LANDFILL PHASES 3-4
0 100 200 1900 Center Park Drive - Suite A - Charlotte, NC 28217 ANSON, NORTH CAROLINA
Ph: 980.237.0373 • Fax: [phone] POST -SETTLEMENT SLOPE EXHIBITS
www.cecinc.com
DRAWN BY: CTH CHECKED BY: NTB APPROVED BY: SLB FIGURE NO.:
DATE: MARCH 20231 DWG SCALE: 1 "=100' PROJECT NO: 143-125

� D l \�
00
NORTH _I ► IIIII \ 1I I I \ I ! i\�J, I L \ / �� I /
II I Ill 111 \ \ I 1
7
22
/ o/,//�
I1 `170
B
\, 9A
/ 1 / /, POST 1 \ V
SETTLEMENTB 20
313.53 D
2.31%. POST
SETTLEMENT
P 17 310.38
JA
12A
B 78 POST
I f SETTLEMENT
310.63
\ 2 --J
�I11 A
POST
SETTLEMENT
312.64
—
r-1G-----,
1001--
,=,=,= CHAMBERS DEVELOPMENT OF NORTH CAROLINA INC
7
PERMIT APPLCIATION
Civil &Environmental Consultants, Inc. ANSON COUNTY LANDFILL PHASES 3-4
1900 Center Park Drive - Suite A - Charlotte, INC 28217 ANSON, NORTH CAROLINA
Ph: 980.237.0373 • Fax: [phone] POST -SETTLEMENT SLOPE EXHIBITS
SCALE IN FEET www.cecinc.com
DRAWN BY: CTH CHECKED BY: NTB APPROVED BY: SLB I FIGURE NO.:
0 100 200 DATE: MARCH 20231 DWG SCALE: 1 "=100' PROJECT NO: 143-125

Project: Anson County Landfill
Project No.: 165-276
ANSON COUNTY LANDFILL
SETTLEMENT EVALUATION
Subject: Phase 5 Expansion Area Prepared By: CTH
Settlement Analysis (Post Sefthwau Grade Checks)
Date: 11/1/2018
Checked By: NTB
Date: 11/14/2018
A
B
C
D
E
F
G
H
I
J
K
L
11
N
O
P
Q
Point No.
Final Grades
(EL)
Existing Grades
(El.)
Base Grades
(Bottom of Liner
System) (EL)
Groundwater (EL)
Bedrock
(EL)
Existing
Thickness of
Residual Soil
(Col. C - Col. F)
(try
Proposed
Thickness of
Residual Soil
(Col. D - Col. F)
(10
Middle of
Existing Residual
Soil Layer
(Col. C - 0.5 *Col.
G)
(EL)
Thickness of
Waste
(Col. B - Col. D -
8.5 feet)
(ft)
o'o
(pst)
do'o
(pst)
Anticipated
Settlement of
Residual Soil
(ft.)
Settled Bottom of
Liner System
Elevation
(Col. D - Col. M)
(EL)
Length Between
Points Between
•A and •B
Pre -Settled
Gradient
Between *A and
*B
Post -Settled
Gradient
Between *A and
*B
IA
318.00
338.00
300.00
278.58
291.14
46.86
8.86
314.57
9.50
2,704
0
0.00
300.00
318.00
3.9%
113
380.00
284.00
290.00
278.58
270.00
14.00
20.00
277.00
81.50
808
6,217
2.31
287.69
3.1%
2A
384.00
284.00
290.00
281.63
268.92
15.08
21.08
276.46
85.50
870
6,457
2.39
287.61
211.00
3.8%
213
327.00
282.00
282.00
281.63
268.92
13.08
13.08
275.46
36.50
755
3,171
1.15
280.85
3.2%
3A
395.00
312.00
290.00
276.53
269.12
42.88
20.88
290.56
96.50
2,474
5,502
1.30
288.70
146.00
4.1%
3B
355.00
315.00
284.00
276.53
269.12
45.88
14.88
292.06
62.50
2,647
2,942
0.59
283.41
3.6%
4A
407.00
333.00
308.00
Dry
290.00
43.00
18.00
311.50
90.50
2,481
4,968
1.05
306.95
100.23
2.0%
2.1%
4B
412.00
341.00
306.00
Dry
280.00
61.00
26.00
310.50
97.50
3,520
4,811
1.19
304.81
5A
370.00
343.00
314.00
308.33
292.33
50.67
21.67
317.67
47.50
2,924
2,158
0.64
313.36
86.00
2.3%
2.7%
5B
354.00
322.00
312.00
308.33
292.33
29.67
19.67
307.17
33.50
1,712
2,414
0.92
311.08
6A
369.00
305.00
294.00
284.45
283.06
21.94
10.94
294.03
66.50
1,266
4,336
0.87
293.13
163.00
2.5%
2.2%
6B
337.00
303.00
290.00
284.45
282.44
20.56
7.56
292.72
38.50
1,186
2,541
0.46
289.54
7A
342.00
287.00
276.00
270.37
257.68
29.32
18.32
272.34
57.50
1,692
3,796
1.15
274.85
280.74
2.1 %
2.5
7B
309.00
264.00
270.00
262.20
230.61
33.39
39.39
247.31
30.50
1,927
3,157
2.04
267.96
8A
324.00
284.00
284.00
262.74
257.60
26.40
26.40
270.80
31.50
1,523
2,871
1.49
282.51
173.00
2.3%
2.2%
8B
308.00
280.00
280.00
285.75
246.13
33.87
33.87
263.07
19.50
1,954
2,151
1.34
278.66
MIN.
308.00
264.00
270.00
262.20
230.61
13.08
7.56
247.31
9.50
754.72
0.00
0.00
267.96
0.02
0.02
MAX.
412.00
343.00
1
314.00
308.33
292.33
61.00
39.39
317.67
97.50
3519.70
6457.10
2.39
313.36
0.04
0.04
AVG.
355.69
304.81
291.88
281.44
271.84
32.98
20.04
288.33
55.31
1902.66
3593.26
1.18
290.69
0.03
0.03
Notes:
1. Groundwater elevations taken from the Design Hydrogeologic Study Phase 5; Prepared for Waste Connections of the Carolinas; Prepared by Civil & Environmental Consultants, Inc.; March 2018
165-276 Page 1 of 1 October 2018

a
PZ5-1�3D \( �\ 3B
POST —SETTLEMENT
283.41
/ NORTH\\\�\
_
MW-16S < —'
\\� \
\\\ POST —SETT' EMENT 1� `
288.70
0
—SPOSTETTLEMENT
Ir/
280.85
\ � T � 1 � I � s �l � \ � loll ✓
//// `
\\ ,i�POST—SETTLEMENT
\\287.61
MW-17S
PZ5-10D—R
\ PZ5-1 1 D \\ \\ \ \ \
PAST —SETTLEMENT \ \ 1 I 1116
�00.00 1 / POST —SETTLEMENT -
287.69
3.90%
i III I 1 II jj%I��lII Ij �'� �
30
320
/'�—:—��/:. P75-95q PZ5-24D I '
\ 1
1 1
I I
I
I
PERMIT TO CONSTRUCT APPLICATION
ANSON COUNTY LANDFILL - PHASE 5
Civil & Environmental Consultants, Inc. CHAMBERS DEVELOPMENT OF NORTH CAROLINA, INC
1900 Center Park Drive - Suite A - Charlotte, NC 28217 ANSON COUNTY, NORTH CAROLINA
Ph: 980.237.0373 - Fax: [phone] POST -SETTLEMENT SLOPE EXHIBITS
SCALE IN FEET www.cecinc.com
0 100 200 1
DRAWN BY: CTH CHECKED BY: NTB APPROVED BY: SLB FIGURE NO.:
DATE: NOVEMBER 20181 DWG SCALE: 1 "=100' PROJECT NO: 165-276

a
h
N
N
a
NORTH
PZ5-17S /
7e
POST —SETTLEMENT -- \
267.96
� I l
\\�\\
'\ \�i280
MW-13 \
7A
POST —SETTLEMENT
I I
274.85 r
_ IPZ5-16DIN
PZ5-15S 66
POST —SETTLEMENT
289.54
- 2.20% 6A
\�JIII/I/ I/ // ///� _ �� •_ f \\ POST —SETTLEMENT
293.13
MW-14D
POST—SETTLEMENT311.08
l /
PZ5-27D
5A
\ J� POST —SETTLEMENT MW-15D313.36
SCALE IN FEET
0 100 200

a
PZ5-5D
\ \\ \-290
ull
_ r PZ5-5S
NORTH / �/'
\ � PZ5-20D
PZ5-4D
J
I PZ5-20S�l �
Ill
\MW-20S
310
PZ5-3S
POST -SETTLEMENT
282.51
290
PZ5-1 D /ice ��— — — — — — —
8B PZ5-2S--_---------
\ POST -SETTLEMENT—
\ \\ \ \\ \
278.66
/�300
0-1
290
l l
// jlit
/
////// jj//PZ5-19S �—
\
��
\ \\ �250A090
iAAZj
PERMIT TO CONSTRUCT APPLICATION
SCALE IN FEET ,�ANSON COUNTY LANDFILL - PHASE 5
Civil & Environmental Consultants Inc. CHAMBERS DEVELOPMENT OF NORTH CAROLINA, INC
0 100 200 1900 Center Park Drive - Suite A - Charlotte, NC 28217 ANSON COUNTY, NORTH CAROLINA
Ph: 980.237.0373 - Fax: [phone] POST -SETTLEMENT SLOPE EXHIBITS
www.cecinc.com
DRAWN BY: CTH CHECKED BY: NTB APPROVED BY: SLB FIGURE NO.:
DATE: NOVEMBER 20181 DWG SCALE: 1 "=1001PROJECT NO: 165-276

APPENDIX D
QA/QC PLAN AND SPECIFICATIONS

ANSON LANDFILL PHASES 4 &5 EXPANSION PERMIT APPLICATION
CONSTRUCTION QUALITY ASSURANCE PLAN
Prepared For:
CHAMBERS DEVELOPMENT OF NORTH CAROLINA, INC.,
A WHOLLY OWNED SUBSIDIARY OF WASTE CONNECTIONS, INC.
Prepared By:
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
CHARLOTTE, NORTH CAROLINA
CEC Project 165-276
DECEMBER 2018
REVISED MARCH 2O23
FrAMMMAW71
Civil & Environmental Consultants, Inc.
! 900 Center Park Drive, Suite A i Charlotte, INC 28217 1 p: 980-224-8104 f: 980-224-8172 1 www.cecinc.com

TABLE OF CONTENTS
Page
1.0 GENERAL..........................................................................................................................1
1.1
Introduction............................................................................................................. 1
1.2
Definitions
Relating to Construction Quality......................................................... 1
1.2.1
Construction Quality Assurance and Construction Quality Control ...........1
1.2.2
Use of the Terms in this Plan.......................................................................2
1.2.3
CQA Certification Document......................................................................2
1.2.4
Discrepancies between Documents..............................................................4
1.3
Parties
to Construction Quality Assurance............................................................. 4
1.3.1
Description of the Parties.............................................................................4
1.3.1.1 Owner...............................................................................................4
1.3.1.2 Design Engineer...............................................................................4
1.3.1.3 Contractor........................................................................................4
1.3.1.4 Construction Quality Assurance (CQA) Engineer ...........................5
1.3.1.5 Construction Surveyor.....................................................................5
1.3.1.6 Soils Engineer..................................................................................5
1.3.1.7 Geosynthetics Manufacturer............................................................5
1.3.1.8 Geosynthetics Installer.....................................................................5
1.3.1.9 Geosynthetics Construction Quality Assurance Laboratory ............ 6
1.3.1.10 Soils Construction Quality Assurance Laboratory ........................6
1.3.2
Qualifications of the Parties.........................................................................6
1.3.2.1 Contractor........................................................................................6
1.3.2.2 Geosynthetics Manufacturers...........................................................7
1.3.2.3 Geosynthetics Installer.....................................................................7
1.3.2.4 Construction Quality Assurance Consultant....................................7
1.4
Units........................................................................................................................
7
1.5
References...............................................................................................................8
1.6
Site and Project Control.......................................................................................... 8
1.6.2
Daily and Weekly Progress Meetings..........................................................9
1.6.3
Problem or Work Deficiency Meetings.......................................................9
2.0 SOILS CONSTRUCTION..............................................................................................11
2.1 Introduction...........................................................................................................
11
2.2 Earthwork Construction........................................................................................
11
2.2.1 Subgrade
....................................................................................................11
2.2.1.1
Subgrade Materials..................................................................11
2.2.1.2
Subgrade Construction.............................................................11
2.2.2 Compacted Soil Liner.................................................................................13
2.2.2.1
Compacted Soil Liner Materials..............................................13
2.2.2.2
Compacted Soil Liner Test Pad................................................15
2.2.2.3
Compacted Soil Liner Testing Requirements ..........................15
2.2.2.4
Compacted Soil Liner Construction.........................................16
2.2.2.5
Compacted Soil Liner Compaction Control .............................17
2.2.2.6
Compacted Soil Liner Protection of Work...............................18
2.3 Soils Testing..........................................................................................................
19
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2.3.1 Test Methods..............................................................................................19
2.3.2 Soils Testing Requirements.......................................................................19
2.4 Soils Construction Quality Assurance and Construction Quality Control ........... 19
2.4.1 Monitoring.................................................................................................20
2.4.2 Laboratory and Field Tests........................................................................20
2.4.3 Construction Quality Control and Quality Assurance Testing
Frequency...............................................................................................................20
2.4.4 Deficiencies................................................................................................21
2.4.4.1 Notification..............................................................................21
2.4.4.2 Repairs and Retesting..............................................................22
3.0 GEOSYNTHETIC CLAY LINER.................................................................................23
3.1 Raw Materials....................................................................................................... 23
3.2 GCL Rolls............................................................................................................. 25
3.3 Acceptance Criteria............................................................................................... 27
3.4 Transportation, Handling and Storage................................................................... 27
3.5 Conditions for GCL Placement............................................................................. 28
3.6 Surface Preparation............................................................................................... 29
4.0 GEOMEMBRANE LINER.............................................................................................31
4.1 Geomembrane Manufacturer's Certification and CQA Conformance
Testing...................................................................................................................
31
4.1.1 Geomembrane Manufacturer's Certification.............................................31
4.1.2 Raw Material..............................................................................................31
4.1.3 Geomembrane Manufacturing...................................................................33
4.1.4 Rolls and Sheets.........................................................................................33
4.2 Geomembrane Installation....................................................................................
35
4.2.1 Transportation, Handling, and Storage......................................................35
4.2.2 Earthwork...................................................................................................35
4.2.2.1 Surface Preparation..................................................................35
4.2.2.2 Anchorage System...................................................................36
4.2.3 Geomembrane Placement..........................................................................37
4.2.3.1 Field Panel Identification.........................................................37
4.2.3.2 Field Panel Placement..............................................................37
4.2.4 Field Seaming............................................................................................40
4.2.4.1 Overlapping.............................................................................40
4.2.4.2 Seam Preparation.....................................................................40
4.2.4.3 Weather Conditions for Seaming.............................................40
4.2.4.4 Test Seam.................................................................................41
4.2.4.5 General Seaming Procedure.....................................................41
4.2.4.6 Seam Layout............................................................................42
4.2.4.7 Requirements of Personnel......................................................43
4.2.4.8 Seaming Equipment and Products...........................................43
4.2.4.9 Nondestructive Seam Continuity Testing................................44
4.2.4.10 Destructive Seam Testing........................................................44
4.2.4.11 Geosynthetics Construction Quality Control Laboratory
Testing......................................................................................48
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4.2.4.12 Defining Extent of Destructive Seam Test Failure ..................49
4.2.4.13 Nondestructive Conductive Leak Testing................................49
4.2.5 Defects and Repairs...................................................................................49
4.2.5.1 Seam Reconstruction Procedures.............................................50
4.2.5.2 Documentation of Repairs.......................................................50
4.2.6 Liner Systems Acceptance.........................................................................50
4.2.7 Materials in Contact with Geomembranes.................................................51
4.2.7.1 Pumps and Appurtenances.......................................................51
5.0 GEONET MATERIAL AND INSTALLATION QUALITY ASSURANCE .............53
5.1 Manufacturing.......................................................................................................53
5.2 Labeling................................................................................................................ 56
5.3 Shipment and Storage........................................................................................... 56
5.4 Handling and Placement....................................................................................... 57
5.5 Seams and Overlaps.............................................................................................. 57
5.6 Repair....................................................................................................................57
6.0 HIGH DENSITY POLYTHYLENE PIPE AND FITTINGS
CONSTRUCTION QUALITY ASSURANCE..............................................................58
6.1 Material Requirements.......................................................................................... 58
6.2 Manufacturer.........................................................................................................58
6.2.1 Verification and Identification...................................................................58
6.3 Nondestructive Testing......................................................................................... 59
6.3.1 Nondestructive Testing of Joints...............................................................59
7.0 LEACHATE COLLECTION SYSTEM CONSTRUCTION QUALITY
ASSURANCE...................................................................................................................60
7.1
Introduction...........................................................................................................
60
7.2
Granular Leachate Collection System..................................................................
60
7.2.1 Protective Cover Material..........................................................................60
7.2.2 Sump and LCS Pipe Drain Material..........................................................62
7.3
Related Materials..................................................................................................
62
7.3.1 High Density Polyethylene (HDPE) Pipe Material...................................62
7.3.2 Soil Buffer Layer Material.........................................................................62
7.4
Materials Testing..................................................................................................
63
7.4.1 Test Methods..............................................................................................63
7.4.2 Material Testing Requirements..................................................................63
7.5
LCS Construction Quality Assurance...................................................................
63
7.5.1 Monitoring.................................................................................................63
7.5.1.1 Deficiencies..............................................................................64
7.5.1.2 Notification..............................................................................64
7.5.1.3 Repairs and Retesting..............................................................64
8.0 CONSTRUCTION QUALITY ASSURANCE DOCUMENTATION ........................65
8.1
Documentation......................................................................................................65
8.2
Record Keeping....................................................................................................
65
8.2.1 Memorandum of Discussion with Contractor............................................65
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8.2.2 Observation Logs and Testing Data Sheets...............................................66
8.2.3 Construction Problem and Solution Data Sheets.......................................66
8.3 Photographic Reporting Data................................................................................ 67
8.4 Design and/or Specification Changes................................................................... 67
8.5 Progress Reports................................................................................................... 68
8.6 Signature and Final Report ................................................................................... 68
8.7 Storage of Records................................................................................................ 69
TABLES
Table 2-1 — Structural Fill Testing Requirements
Table 2-2 — Material Property Requirements Compacted Soil Liner Borrow Source
Table 2-3 — Pad Testing Requirements
Table 2-4 — Compacted Soil Liner Testing Requirements During Construction
Table 3-1 — Required Physical Properties of GCL Rolls
Table 3-2 — Required Physical Properties of GCL Rolls
Table 4-1 — Required Physical Properties of Textured Membrane Liner Rolls
Table 4-2 - Required Quality Control Pre -Shipment Testing of Textured Geomembrane Liner
Table 5-1 — Non -Woven Geotextile Properties and Test Methods
Table 5-2 — Woven Geotextile Properties and Test Methods
Table 5-3 — GDL Property Value Requirements
Table 5-4 — Manufacturing Quality Control
Table 7-1 — Protective Cover Material
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1.0 GENERAL
1.1 INTRODUCTION
The Anson Landfill Leachate Storage Facility Upgrade Construction Quality and Quality Control
(CQA) Plan has been prepared to provide the Owner, Design Engineer, CQA Engineer, the
Contractor, and the Geosynthetics Installer the means to govern the construction quality and to
satisfy the environmental protection requirements under current solid waste management regula-
tions.
The CQA Plan is organized as follows:
oo
Section 1.0
— General;
oo
Section 2.0
— Soils Construction;
oo
Section 3.0
— Geosynthetic Clay Liner;
oo
Section 4.0
— Geomembrane Liner;
oo
Section 5.0
— Geonet Material and Installation;
oo
Section 6.0
— High Density Polyethylene Pipe and Fittings;
oo
Section 7.0
— Leachate Collection System; and
oo
Section 8.0
— Construction Quality Assurance Documentation.
1.2 DEFINITIONS RELATING TO CONSTRUCTION QUALITY
1.2.1 Construction Quality Assurance and Construction Quality Control
This CQA Plan is devoted to construction quality assurance/quality control regarding the liner
system. In the case of geosynthetics, CQC is provided by the manufacturers and installers of the
various materials. The manufacturer's specifications and quality control requirements are
included by reference only, and a complete updated version will be incorporated as part of the
construction contract documents. In the context of this Plan, construction quality assurance and
construction quality control are defined as follows:
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Construction Quality Assurance (CQA) — A planned and systematic procedure for means and
actions required to provide reasonable confidence that items or services involved with liner,
meets contractual and regulatory requirements and will perform satisfactorily when installed.
Construction Quality Control (CQC) — Those actions which provide a means to measure and
regulate the materials and workmanship of an item or service to contractual and regulatory
requirements.
1.2.2 Use of the Terms in this Plan
In the context of this document:
00 Construction Quality Assurance refers to the means and methods employed by the
Owner to assure conformity of the liner, workmanship, and installation with this
CQA Plan, Contract Drawings, and the Specifications. CQA is provided by the
CQA Engineer as a representative of the Owner and independent from construction
and installation; and
00 Construction Quality Control refers to those actions taken by manufacturers,
installers, Quality Control Agency, or Contractor to ensure that the materials and the
workmanship meet the requirements of this CQA Plan and the Contract Documents
for this project.
1.2.3 CQA Certification Document
At the completion of construction an as -built document will be prepared by the CQA Consultant
and be submitted to State solid waste regulators. The report will include all QC testing
performed by the geosynthetics manufacturers, all CQC testing performed by the geosynthetic
installers and other manufacturers, and all CQA conformance testing performed by the CQA
consultant. The report shall include the information listed in Rule .1624(b)(16). The CQA report
shall include a statement by the project engineer that construction was completed in accordance
with the CQA plan, the conditions of the permit to construct, and the requirements of the rules of
Rule 15A NCAC 13B .1624.
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1.2.4 Discrepancies between Documents
The CQA Plan is intended to be a supporting document to improve the overall implementation of
the work. The Contractor is instructed to bring discrepancies between Technical Specifications
and CQA Plan to the attention of the Design Engineer or CQA Engineer for resolution. The
Design Engineer has the sole authority to determine resolution of discrepancies existing within
the Contract Documents. Unless otherwise directed by the Design Engineer, the more stringent
requirement shall be the controlling resolution.
1.3 PARTIES TO CONSTRUCTION QUALITY ASSURANCE
1.3.1 Description of the Parties
The parties to Construction Quality Assurance and Quality Control include the Owner, design
engineer, contractor, CQA engineer, surveyor, soils engineer, geosynthetics manufacturer,
geosynthetics installer, geosynthetics CQA laboratory, and soils CQA laboratory.
1.3.1.1 Owner
The Owner is Waste Connections, Inc., who is responsible for the facility.
1.3.1.2 Design Engineer
The Design Engineer is responsible for the engineering design, drawings, plans and
specifications for the liner system.
1.3.1.3 Contractor
The Contractor is generally responsible for the construction of the liner. The Contractor is
responsible for submittal coordination and the overall construction on the project.
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1.3.1.4 Construction Quality Assurance (CQA) Engineer
The CQA Engineer is a party, independent from the Contractor that is responsible for observing,
testing, and documenting activities related to the construction quality assurance of the
earthworks at the site, and the production and installation of the geosynthetic components of the
cap system. The CQA Engineer is also responsible for issuing an as -built report, sealed by a
Professional Engineer registered in the State of North Carolina.
1.3.1.5 Construction Surveyor
The Construction Surveyor, also referred to as the CQA Surveyor, is a subcontractor of the
Contractor and responsible for all stakeout and survey control.
1.3.1.6 Soils Engineer
The Soils Engineer is a representative of the Contractor and responsible for earthwork and soils
cap CQA testing.
1.3.1.7 Geosynthetics Manufacturer
The geosynthetics manufacturer is responsible for the production of geomembranes and geonets.
The manufacturers are responsible for Quality Control (QC) during manufacture of the
geosynthetic components, certification of the properties of the geosynthetic components, and
field installation criteria.
1.3.1.8 Geosynthetics Installer
The geosynthetics installer is a subcontractor of the contractor and is responsible for field
handling, storing, placing, seaming, protection of (against wind, etc.), and other aspects of the
geosynthetics installations, including the geomembranes and geonets. The geosynthetics
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installer may also be responsible for transportation of these materials to the site and for the
preparation and completion of anchor trenches.
1.3.1.9 Geosynthetics Construction Quality Assurance Laboratory
The Geosynthetics CQA Laboratory is a party, independent from the Owner that is responsible
for conducting tests on conformance samples of geosynthetics used in the liner. The
Geosynthetics CQA Laboratory services cannot be provided by any party involved with the
manufacture, fabrication, or installation of any of the geosynthetic components.
1.3.1.10 Soils Construction Quality Assurance Laboratory
The Soils Construction Quality Assurance Laboratory is a party, independent from the Owner
that is responsible for conducting geotechnical tests on conformance samples of soils used in the
liner system. The Soils CQA Laboratory service cannot be provided by any party involved with
the Contractor.
1.3.2 Qualifications of the Parties
The following qualifications are required of all parties involved with the manufacture,
fabrication, installation, transportation, and CQC/CQA of all materials for the liner. Where
applicable, these qualifications must be submitted by the Contractor to the Project Manager for
review and approval.
1.3.2.1 Contractor
Qualifications of the Contractor are specific to the construction contract and independent of this
CQA Plan.
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1.3.2.2 Geosynthetics Manufacturers
Each Geosynthetics Manufacturer must satisfy the qualifications presented in the project
specifications and must be prequalified and approved by the Design Engineer.
The physical properties of each geosynthetic product must be certified by the geosynthetics
manufacturer. The properties certified must include, at a minimum, those identified in the
project specifications. Manufacturer's certification must be approved by the CQA Consultant
before the product is used.
1.3.2.3 Geosynthetics Installer
The Geosynthetic Installer will be trained and qualified to install the geosynthetics components
of the liner system. Each Geosynthetics Installer must meet the requirements of the project
specifications and be approved by the Design Engineer and the Geomembrane Manufacturer.
1.3.2.4 Construction Quality Assurance Consultant
The CQA Consultant will act as the Owner's CQA representative and will report to the Design
Engineer. The CQA Consultant will perform conformance testing to satisfy the requirements of
this CQA Plan and will prepare the certification document incorporating the CQA and CQC test
data. The CQA Consultant will have experience in the CQA aspects of liner system construction
and soils testing and be familiar with ASTM and other related industry standards. The activities
of the CQA Consultant will be performed under the supervision of a registered Professional
Engineer.
1.4 UNITS
In this CQA Plan, all properties and dimensions are expressed in United States units.
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1.5 REFERENCES
The CQA Plan includes references to the most recent version of the test procedures of the
American Society of Testing and Materials (ASTM), the Geosynthetic Research Institute (GRI),
and the Federal Test Method Standards (FTMS).
1.6 SITE AND PROJECT CONTROL
To guarantee a high degree of quality during installation, clear and open channels of
communication are essential. To that end, meetings are critical.
1.6.1 Preconstruction Meeting
A Preconstruction Meeting will be held at the site. At a minimum, the meeting will be attended
by the Owner, design engineer, the CQA engineer, the Contractor, and the geosynthetic
installers. The Owner or operator of the MSWLF units shall notify the Division via email no less
than 24 hours before conducting the subgrade inspection required by Part C, Rule.1624(b)(7).
Specific topics considered for this meeting include:
oo Necessary modifications to the CQA Plan;
oo Review the responsibilities of each party;
oo Review lines of authority and communication;
oo Review methods for documenting and reporting, and for distributing documents and
reports;
oo Establish protocols for testing;
oo Establish protocols for handling deficiencies, repairs, and retesting;
oo Review the time schedule for all operations;
oo Establish rules for writing on the geomembrane, i.e., who is authorized to write, what
can be written, and in which color;
oo Outline procedures for packaging and storing archive samples;
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oo Review panel layout and numbering systems for panels and seams;
oo Establish procedures for use of the fusion seaming apparatus, if applicable;
oo Finalize field cutout sample sizes;
oo Review seam testing procedures;
oo Review repair procedures; and
oo Establish soil stockpiling locations (if any).
The meeting will be documented by a person designated at the beginning of the meeting, and
minutes will be transmitted to all parties.
1.6.2 Daily and Weekly Progress Meetings
A weekly progress meeting will be held between the CQA Engineer, Superintendent, the
Contractor, the Soils Engineer, and any other involved parties. This meeting will discuss current
progress, planned activities for the next week, and any new business or revisions to the work.
The CQA Engineer will log any problems, decisions, or questions arising at this meeting in his
daily reports. Any matter requiring action that is raised in this meeting will be reported to the
appropriate parties.
A daily meeting will be held between the CQA Engineer, the Contractor, and any other
concerned parties. This meeting will discuss current progress, planned activities for the next
shift, and any new business or revisions to the work. The CQA Engineer will log any problems,
decisions, or questions arising at this meeting in his daily report. Any matter requiring action
that is raised in this meeting will be reported to the appropriate parties.
Meeting frequency will depend on the schedule of the project and the mutual agreement of all
parties involved.
1.6.3 Problem or Work Deficiency Meetings
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A special meeting will be held when and if a problem or deficiency is present or likely to occur.
At a minimum, the meeting will be attended by all interested parties, the design engineer, the
contractor, and the CQA engineer. The purpose of the meeting is to define and resolve the
problem or work deficiency as follows:
oo Define and discuss the problem or deficiency;
oo Review alternative solutions; and
oo Implement an action plan to resolve the problem or deficiency.
The meeting will be documented by a person designated at the meeting, and minutes will be
transmitted to affected parties.
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2.0 SOILS CONSTRUCTION
2.1 INTRODUCTION
This section of the CQA Plan addresses the soil components of the liner system and outlines the
soils CQA program to be implemented with regard to materials confirmation, laboratory test
requirements, field test requirements, and resolution of problems.
2.2 EARTHWORK CONSTRUCTION
2.2.1 Subgrade
Subgrade materials include the existing in -situ soils at the site and any fill material excavated
from a borrow site and placed as fill.
2.2.1.1 Subgrade Materials
The subgrade material below the controlled fill will be prepared by the Contractor prior to the
placement of fill. The Soils Engineer will provide density testing of the pre -fill subgrade at the
frequency specified in the Project Specifications. The CQA Engineer will observe proofrolling
by Contractor, review the density test data provided by the Soils Engineer, and provide
verification that the pre -fill subgrade is acceptable. The CQA Engineer may conduct
confirmation density testing as deemed appropriate. The Owner or operator of the MSWLF units
shall notify the Division via email no less than 24 hours before conducting the subgrade
inspection required by Part C, Rule.1624(b)(7).
2.2.1.2 Subgrade Construction
The Contractor is responsible for placing fill and preparing subgrade in accordance with the
Project Specifications and Drawings. The Soils Engineer shall provide testing of the controlled
fill material in accordance with the project specifications and ensure that:
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oo A licensed North Carolina Professional Engineer or Land Surveyor has determined
that lines and grades are in accordance with design plans;
oo There are no areas excessively softened by high water content; and
oo The subgrade areas which were unstable under the loading of the compaction
equipment have been corrected by re -compaction or removal and replacement with
structural fill.
After excavation to subgrade elevation, the Contractor shall proof -roll the entire subgrade with
loaded, rubber -tired scrapers or equivalent. Unstable areas identified during proof -rolling shall
be removed to provide a subgrade sufficiently stable to support the compaction of overlying
materials. Removed materials will be replaced with structural fill materials capable of
supporting the compaction of overlying materials, and shall be compacted in maximum 12-inch
thick loose lifts to a minimum 95 percent of maximum dry density determined from ASTM D-
698, Standard Proctor at +/- 3 percent of the optimum moisture content.
In -place density tests on the structural fill and subgrade will be performed by a Soils Quality
Assurance Monitor with a nuclear density meter or drive cylinder method. The required degree
of compaction is a minimum of 95 percent of the maximum dry density, as determined by ASTM
D-698, Standard Proctor at +/- 3 percent of the optimum moisture content.
Table 2-1 summarizes the minimum testing and frequency requirements for the compacted
structural fill.
Table 2-1 - Structural Fill Testing Requirements
Item
Minimum Requirement*
Sieve Analysis with Hydrometer
1 test per 10,000 cu. yd. and whenever soil
(ASTM D-422-63) SC, SP, SM,
type changes
SW, CH, CL, MH or ML
Nuclear Density/Moisture (ASTM D-2922-
1 test per 10,000 cu. yd. and whenever soil
91/D3017) Drive Cylinder
Method
type changes
Atterberg Limits and Sieve Analysis (ASTM D-
1 test per 10,000 cu. yd. and whenever soil
4318-84 & D-422-
type changes
63 (90))
Standard Proctor Soil Compaction Curve (ASTM
1 test per 10,000 cu. yd. and whenever soil
D-698-91)
type changes
Subgrade Elevation
100 ft. grid interval
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* Test frequencies related to subgrade and structural fill volume shall be based on in -place cubic
yards.
2.2.2 Compacted Soil Liner
The Contractor will be responsible for constructing the compacted soil liner according to the
following specifications, and maintaining the lines and grades shown on the engineering
drawings.
2.2.2.1 Compacted Soil Liner Materials
The low permeability soil liner in the MSW area as shown on the engineering drawings shall
consist of a low permeability natural or amended soil liner material.
Prior to acceptance of any material for use as low permeability soil liner, the Soils Quality
Assurance Manager will visit the potential borrow area(s) to visually observe and field classify
the material. Upon preliminary acceptance by the Soils Quality Assurance Manager, based on
field classification, a sample of representative material from each borrow source will be obtained
and transported to the Soils Testing Laboratory for prequalification testing.
Each series of prequalification tests will consist of determinations of natural moisture content,
grain size distribution, Atterberg Limits, moisture -density relationship and hydraulic
conductivity. The compacted soil used for liner construction shall have a classification of CL,
ML, MH, CH, or SC in accordance with ASTM D2487, and an in -place compacted saturated
hydraulic conductivity equal to or less than 1 x 10-5 cm/sec (or 1 x 10-7 cm/sec to omit GCL) for
the upper soil within the density and moisture content range specified for construction. The soil
used for liner construction shall allow greater than 30 percent passage through a No. 200 sieve
and retain no more than 5 percent on the No. 4 sieve in accordance with ASTM D424. The soil
used for the low permeability soil liner shall be substantially free of stones or other particles
greater than 0.5 inches in any dimension and have a liquid limit equal to or greater than 25 and a
plasticity index greater than 10 but less than 30. Table 2-2 presents the minimum testing
frequency of prequalification tests for the borrow source.
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Table 2-2 - Material Property Requirements Compacted Soil Liner Borrow Source
Item
ASTM
Minimum Requirements
D-2216
D-4643
1 test per 5,000 cu. yd. and each change in
Moisture Content
D-4944
material type
D-4954
Atterberg Limits
D-4318-84
1 test per 5,000 cu. yd. and each change in
material type.
Sieve Analysis with
D-422-63
Hydrometer and
1 test per 5,000 cu. yd. and each change in
D-2497-92
Soil Classification
material type
SC, CH, CL, MH or
ML
Standard Proctor
D-698
1 test per 5,000 cu. yd. and each change in
material type.
1 test per 5,000 cu. yd. and each change in
Compacted Hydraulic
D-5084
material type. These tests can be conducted on
Conductivity
material from the Soil Liner borrow area prior
to the start of construction.
The minimum interface friction angle calculated was determined to be 13 degrees for the base
liner construction. Conformance testing of the liner system interfaces should be performed to
verify materials provided for each cell construction will meet or exceed this requirement.
The soil materials used to construct the final cover system over the 3.5H:1 V slopes must possess
a minimum internal friction angle of 23.1 °. Additionally, the minimum shear strengths for low
normal loads were identified above and were based on a minimum geosynthetic interface friction
angle of 23.1 ° and cohesion of 51 psf above the geomembrane, and 23.1 ° with no cohesion
below the geomembrane.
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2.2.2.2 Compacted Soil Liner Test Pad
An initial test area will be constructed, before the placement and compaction of the compacted
soil liner for the Chambers Development MSW Management Facility Phase 5 MSW Landfill,
according to the EPA Technical Guidance Document - Quality Assurance and Quality Control
for Waste Containment Facilities. The soil liner demonstration test area shall be tested in
accordance with the requirements presented in Table 2-3. Tests for the soil test pad should
include a composite sample for re -compacted lab permeability for each lift.
Table 2-3 - Pad Testing Requirements
Item
Minimum Requirement
Sieve Analysis with Hydrometer (ASTM D-422-63)
1 test per lift
Standard Proctor Soil Compaction Curve (ASTM D-698-91)
1 test per lift
Atterberg Limits (ASTM D-4381-84)
1 test per lift
Permeability Test (ASTM D-5084) Shelby Tubes Samples at upper
and lower lift interfaces
1 test per lift (2 archive samples)
In -Place Density and Moisture Content (ASTM D-3017 or
2937)
3 tests per lift
Construction Oversight
Continuous
2.2.2.3 Compacted Soil Liner Testing Requirements
The low permeability soil liner materials shall meet the requirements as outlined in Section 4.2.
During construction of the low permeability soil liner, the Soils Quality Assurance Monitor will
obtain samples of on -site liner material just before compaction. Samples will be obtained on a
more frequent basis when, in the judgment of the Soils Quality Assurance Monitor, the low
permeability soil material has changed.
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The following Table 2-4 summarizes the minimum testing requirements for the low permeability
soil liner.
Table 2-4 - Compacted Soil Liner Testing Requirements During Construction
Item
ASTM
Minimum Requirements
Sieve Analysis with Hydrometer
ASTM D-422
1 per acre per lift
Atterberg Limits
ASTM D-4318
1 per acre per lift
Standard Proctor Soil Compaction Curve
ASTM D-698
1 per 5,000 yd3
In -Place Density and Moisture Content Tests
ASTM D-3017 or
2937
1 per 10,000 sf per lift
In -situ Permeability Test
ASTM D-5084
1 per acre per lift
Construction Oversight
Visual
Observation
Continuous
Thickness
Surveyor
8 locations per acre
The Soils Quality Assurance Monitor will maintain an on -going sampling and testing program
during construction to monitor moisture/density curves so that representative soil data is being
used to estimate relative compaction. More frequent compaction curves or one -point
moisture/density tests may be performed at the discretion of the Soils Quality Assurance
Consultant to properly control field compaction operations.
2.2.2.4 Compacted Soil Liner Construction
The compacted soil liner will be placed and compacted according to the same procedures as
developed during the test pad program and, at a minimum, the following requirements:
oo The compacted soil liner lifts shall be uniform in thickness and shall not exceed 6 inches
in thickness after compaction unless otherwise approved by the Soils Quality Assurance
consultant. The compaction equipment shall be a sheepsfoot compactor with a peg length
that will fully penetrate the low permeability soil lifts in loose measure;
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oo All lifts shall be compacted to a minimum of 95 percent of the maximum dry density, as
determined by ASTM D-698, Standard Proctor to achieve a maximum hydraulic
conductivity of 1 x 10-7 cm/sec or 1 x 10-5 cm/sec (with GCL). The "acceptance zone"
for the soil liner will be developed during the installation of the demonstration test area
and reviewed and approved by the Design Engineer;
oo The moisture content during compaction shall range from +1 percent to +4 percent of the
optimum moisture content as determined by ASTM D-698, Standard Proctor;
oo Adjustments to the 95 percent of Standard dry density requirement or moisture content
range may be required if additional information is determined during the development of
the acceptance zone developed during the placement of the demonstration area or
laboratory remolded permeability's. The performance criteria for density and moisture
content will be based on what is required to maintain a maximum hydraulic conductivity
of 1 x 10-7 cm/sec or 1 x 10-5 cm/sec (with GCL);
oo Compaction shall be performed with an appropriately heavy, properly ballasted,
penetrating foot compactor;
oo Hand manipulated compaction equipment (vibrating drums or mechanical tampers) shall
be used for working in confined areas and adjacent to structures;
oo The daily work area should extend to such a distance necessary to minimize desiccation
and crusting of the lift surface. The finished surface should be smooth rolled at the end of
the day to promote precipitation runoff; and
oo If desiccation, crusting, or sealing by rolling of the lift surface occurs prior to placement
of the next lift, the area shall be scarified to a minimum depth of 1-inch or until
sufficiently moist materials are encountered, whichever is greater. After scarification, the
surficial soil should be removed to obtain a moisture content at least two percent above
optimum moisture content. Alternatively, the drier surficial soil may be stripped and
mixed with moist soil to achieve a uniform moisture content satisfying the project
requirements. Also, the addition of water to surfaces prior to placement of additional clay
may be utilized when necessary to maintain uniformly moist soil conditions.
2.2.2.5 Compacted Soil Liner Compaction Control
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In order to control the moisture content and density of the low permeability soil liner, the Soils
Quality Assurance Monitor will:
1. Conduct in -place density and moisture content tests utilizing the nuclear density
gauge method or drive cylinder method at a minimum frequency of one test per
10,000 square feet per lift of soil. A grid pattern of 100-foot will be established that
includes side slopes to locate samples;
2. Conduct a microwave oven moisture content test (ASTM D-4643) for every five
nuclear moisture content test (ASTM D-3017);
3. Conduct a drive cylinder test (ASTM D-2937) for every 20 nuclear density tests
(ASTM D-2922); and
4. All penetrations in the low permeability soil liner shall be filled with bentonite pellets
prior to placement of next lift.
If tests fail to meet the requirements, the areas of the low permeability soil liner from which the
tests were obtained shall be retested. If the retest fails, the area must be compacted or removed
and replaced. If the retest passes, the area shall be accepted. The area of failure shall be
localized by passing tests in four directions. The repaired area must be retested to demonstrate
compliance with the specifications.
2.2.2.6 Compacted Soil Liner Protection of Work
During construction, the compacted soil liner should be protected from detrimental climatic
effects by incorporating the following procedure:
1. No frozen low permeability soil liner material shall be placed;
2. Compacted soil liner material shall not be placed on a previous lift of compacted soil
liner material which is frozen. Frozen in -place compacted soil liner material shall be
removed prior to placement of additional compacted soil liner material;
3. Compacted soil liner material which has been subjected to a freeze/thaw cycle(s) shall
be scarified and/or disked prior to recompaction and prior to placement of subsequent
lifts of compacted soil liner material;
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4. Exposed finished lifts of compacted soil liner material should be sprinkled with water
daily to minimize desiccation, as necessary;
5. At the end of each day's construction activities, completed lifts or sections of
compacted soil liner should be sealed by rolling with a rubber tire or smooth -drum
roller or by back dragging with a bulldozer, and should be sprinkled with water, as
needed; and
6. Proper grading should be provided at the end of each workday to assure adequate
runoff in the event of overnight rain.
2.3 SOILS TESTING
2.3.1 Test Methods
All testing used to evaluate the suitability or conformance of soils materials will be carried out in
accordance with the project specifications.
2.3.2 Soils Testing Requirements
The soil testing required for construction conformance and quality assurance testing must
comply with the minimum frequencies as presented in the project specifications. The actual
frequency of construction quality assurance (CQA) testing required will be determined by the
CQA Engineer, in light of the potential variability of materials at the site.
2.4 SOILS CONSTRUCTION QUALITY ASSURANCE AND CONSTRUCTION
QUALITY CONTROL
Construction evaluation testing will consist of. (1) monitoring the work; and (2) laboratory and
field tests. Laboratory tests will be conducted on samples taken at the borrow source, stockpile,
and during the course of the work prior to construction. Field tests will be conducted during the
course of the work.
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2.4.1 Monitoring
The CQA Engineer shall monitor and document the construction of all components. Monitoring
the construction work for the subgrade and structural fill includes the following:
oo Observing CQA testing to determine the water content and other physical properties
of the soil component of the structural fill during compaction and compilation of the
data;
oo Monitoring the loose thickness of lifts as placed;
oo Monitoring the action of the compaction and/or heavy hauling equipment on the
construction surface (i.e., penetration, pumping, cracking, etc.); and
oo Monitoring the number of passes used to compact each lift.
2.4.2 Laboratory and Field Tests
The laboratory and field test methods and testing frequencies presented in the technical
specifications will apply.
At locations where the field testing of the subgrade indicates densities or moisture content not
conforming to the requirements of the Specifications, the failing area will be reworked.
Reworking includes scarifying the area, adjusting the moisture content, and recompacting.
Equally acceptable is removal of the non-compliance fill and replacement with new fill material.
Criteria to be used for determination of acceptability will be identified in the Project
Specifications.
2.4.3 Construction Quality Control and Quality Assurance Testing Frequency
Construction Quality Control testing will be conducted by the Soils Engineer in conjunction with
the CQA testing by the CQA Engineer and in accordance with the Project Specifications or as
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directed by the Owner or the CQA Consultant. Documentation and reporting of test results will
be in accordance with the requirements identified in this CQA Plan.
Preconstruction testing will be conducted on material samples obtained from the borrow source
and/or stockpile. Routine testing frequencies for material evaluations and construction quality
evaluation are presented in the CQA Plan and project specifications. Sampling locations will be
selected by the CQA Engineer.
During construction, the frequency of testing may be increased at the discretion of the Owner or
the CQA Engineer when visual observations of construction performance indicate a potential
problem. Additional testing for suspected areas will be considered when:
oo The rollers slip during rolling operation;
oo The lift thickness is greater than specified;
oo The fill material is at an improper moisture content;
oo Fewer than the specified number of roller passes are made;
oo Dirt -clogged rollers are used to compact the material;
oo The rollers may not have used optimum ballast;
oo The fill materials differ substantially from those specified; and
oo The degree of compaction is doubtful.
2.4.4 Deficiencies
If a defect is discovered in the earthwork product, the CQA Engineer will immediately determine
the extent and nature of the defect. If the defect is indicated by an unsatisfactory test result, the
CQA Engineer will determine the extent of the deficient area by additional tests, observations, a
review of records, or other means that the CQA Engineer deems appropriate. If the defect is
related to adverse site conditions, such as overly wet soils or surface desiccation, the CQA
Engineer will define the limits and nature of the defect.
2.4.4.1 Notification
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After determining the extent and nature of a defect, the CQA Engineer will notify the Owner and
Contractor and schedule appropriate retests when the work deficiency is corrected.
2.4.4.2 Repairs and Retesting
The Contractor will correct the deficiency to the satisfaction of the CQA Engineer. If a project
Specification criterion cannot be met, or unusual weather conditions hinder work, then the CQA
Engineer will develop and present to the Owner suggested solutions for his approval.
All retests recommended by the CQA Engineer must verify that the defect has been corrected
before any additional work is performed by the Contractor in the area of the deficiency. The
CQA Engineer will also verify that all installation requirements are met and that all submittals
are provided.
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3.0 GEOSYNTHETIC CLAY LINER
The Chambers Development MSW Management Facility Phase 5 MSW Landfill includes the
option of an alternate liner that includes a Geosynthetic Clay Liner (GCL) to be installed
between the compacted soil liner and the upper 60-mil HDPE geomembrane.
3.1 RAW MATERIALS
The Manufacturer will provide the Project Manager or Geosynthetic Quality Assurance Manager
with the following information:
1. The certification for the bentonite used (including bentonite supplier's name,
identification brand name) and raw material test results of the bentonite clay;
2. A copy of the quality control certificate issued by the GCL Supplier; and
3. Summary reports of the test results, including the test frequency used by the
Manufacturer to verify the quality of each bentonite batch used to manufacture GCL
rolls assigned to the project. These tests shall include clay mass per area (ASTM
D5993), grab strength (ASTM D4632) and permeability (ASTM D5887). At a
minimum, one series of tests will be conducted for each GCL batch.
Based on the data supplied by the Manufacturer, the Geosynthetics Quality Assurance Manager
will notify the Project Manager of any deviation from the project specifications.
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Table 3-1 - Required Physical Properties of GCL Rolls
Item
ASTM
Required
Value
Clay (as received)
swell index (ml/2g)
D5890
24
fluid loss (ml)(1)
D5891
18
Geotextiles (as received)
cap fabric (nonwoven) - mass/unit area (oz/yd2)(2)
D5261
5.8
cap fabric (woven) - mass/unit area (oz/yd2)
D5261
3
Carrier fabric (nonwoven composite) - mass/(oz/yd2)(2)
D5261
5.9
Carrier fabric (woven) - mass/unit area (oz/yd2)
D5261
3
GCL (as manufactured)
mass of GCL (lb/ft2)(4)
D5993
0.82
mass of bentonite (lb/ft2)(4)
D5993
0.75
moisture content(1) (ova)
D5993
(3)
Tensile strength, MD (lb/in.)
D6768
23
peel strength (lb/in.)
D4632
15
permeability(l) (cm/sec)
D5887
5 x 10-9
GCL permeability(l),(5) (cm/sec) (max. at 5 lb/in.2)
D6766
I x 10-6
GCL permeability(l),(5) (cm/sec) (max. at 701b/in.2)
D6766 mod.
5 x 10-8
Component Durability
geotextile and reinforcing yarns (6) (% strength retained)
See § 5.6.2 of
GRI-GCL-3
65
n/a = not applicable with respect to this property
1. These values are maximum (all others are minimum);
2. For both cap and carrier fabrics for nonwoven reinforced GCLs; one, or the other,
must contain a scrim component of mass > 2.9 oz/yd2 for dimensional stability;
3. Value is both site -specific and product -specific and is currently being evaluated;
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4. Mass of the GCL and bentonite is measured after oven drying per the stated test
method;
5. Value represents GCL permeability after permeation with a 0.1 M calcium chloride
solution (11.1 g CaC12 in 1-liter water); and
6. Value represents the minimum percent strength retained from the as -manufactured
value after oven aging at 60°C for 50 days.
3.2 GCL ROLLS
The Manufacturer will provide the Project Manager or Geosynthetics Quality Assurance
Manager with a quality control certificate for the GCL produced. The quality control certificate
should be signed by a responsible party employed by the Manufacturer. The quality control
certificate shall include:
oo Roll number and identification; and
oo Sampling procedures, frequency, and results of quality control tests. Testing for each roll
shall include properties listed in Table 3-1. These tests should be conducted using the
methods and test frequency indicated in Table 3-2.
The Manufacturer will provide the Project Manager or Geosynthetics Quality Assurance
Manager with production quality control data for all the GCL rolls shipped to the site. The
Geosynthetics Quality Assurance Manager will:
oo Review the quality control certificates, test methods used, and the measured roll
properties for conformance to the specifications; and
oo Verify that the quality control certificates have been provided for all rolls.
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Table 3-2 - Required Physical Properties of GCL Rolls
Item
ASTM
Required Value
Clay (as received)
swell index (ml/2g)
D5890
50 tons
fluid loss (ml)(1)
D5891
50 tons
Geotextiles (as received)
cap fabric (nonwoven) - mass/unit area (oz/yd2)(2)
D5261
25,000 yd2
cap fabric (woven) - mass/unit area (oz/yd2)
D5261
25,000 yd2
carrier fabric (nonwoven composite) - mass/(oz/yd2)(2)
D5261
25,000 yd2
carrier fabric (woven) - mass/unit area (oz/yd2)
D5261
25,000 yd2
GCL (as manufactured)
mass of GCL (lb/ft2)(4)
D5993
5,000 yd2
mass of bentonite (lb/ft2)(4)
D5993
5,000 yd2
moisture content(1) (%)
D5993
5,000 yd2
tensile strength., MD (lb/in.)
D6768
25,000 yd2
peel strength (lb/in.)
D4632
5,000 yd2
permeability(1) (cm/sec)
D5887
30,000 yd2
GCL permeability(1),(5) (cm/sec) (max. at 51b/in.2)
D6766
Yearly
GCL permeability(1),(5) (cm/sec) (max. at 701b/in.2)
D6766 mod.
Yearly
Component Durability
geotextile and reinforcing yarns (8) (% strength retained)
See § 5.6.2 of
GRI-GCL-3
Yearly
n/a = not applicable with respect to this property
1. These values are maximum (all others are minimum);
2. For both cap and carrier fabrics for nonwoven reinforced GCLs; one, or the other,
must contain a scrim component of mass > 2.9 oz/yd2 for dimensional stability;
2. Value is both site -specific and product -specific and is currently being evaluated;
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3. Mass of the GCL and bentonite is measured after oven drying per the stated test
method;
4. Value represents GCL permeability after permeation with a 0.1 M calcium chloride
solution (11.1 g CaC12 in 1-liter water); and
5. Value represents the minimum percent strength retained from the as -manufactured
value after oven aging at 60°C for 50 days.
3.3 ACCEPTANCE CRITERIA
Tables 3-1 and 3-2 list the tests, test methods and frequencies to be performed on GCL rolls
sampled by the Manufacturer.
Retesting of GCL rolls because of failure to meet any of the specifications of Table 3-1 can only
be authorized by the Project Manager.
Table 3-1 lists the acceptance specifications for the GCL to be used for the project. The
following procedure will be used for interpreting results:
1. If the value meets the stated specification, then the roll and the lot will be accepted for
use in the liners for the job site; and
2. If the result does not meet the specification, then the roll and all other rolls between
other passing tests shall be rejected. The roll or rolls may be retested using additional
samples which bound the failed test. Two additional tests must be performed for the
failed test procedure. If both of the retests are acceptable, then the material between
previous and subsequent passing tests is unsuitable and shall be rejected.
3.4 TRANSPORTATION, HANDLING AND STORAGE
Transportation of the GCL is the responsibility of the Manufacturer, the Geomembrane Installer,
or other party as decided at the pre -construction meeting. All handling on -site after unloading is
the responsibility of the GCL Installer. The Geosynthetics Quality Assurance Monitor will
monitor the handling procedures with regard to:
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1. The adequacy of on -site handling of equipment to minimize risk of damage to both
the GCL and underlying subgrade; and
2. The careful handling of the GCL by the Installer's personnel. Upon delivery at the
site, the GCL Installer, in the presence of the Geosynthetics Quality Assurance
Monitor (acting as an observer), will observe rolls for defects and/or damage. Each
roll shall be delivered in a protective waterproof outer covering. Visual observation
should be conducted without unrolling (unfolding) rolls unless defects or damage are
found on the surface or are suspected. The rolls shall be stored in a secure area and
protected from damage and moisture. The Geosynthetics Quality Assurance Monitor
will indicate/report to the Project Manager:
a) That the rolls are tagged with the proper identification, including roll
numbers;
b) Rolls are stored off the ground and covered;
c) Rolls or portions thereof, which in the opinion of the Geosynthetics Quality
Assurance Monitor should be rejected and removed from the site because of
visually obvious flaws; and
d) Rolls which include flaws which may be repairable.
Selected samples of the GCL material may be obtained by the Geosynthetic Quality Assurance
Manager for physical testing to document that the GCL material tested satisfies the minimum
material property requirements established in Section 3.2.
3.5 CONDITIONS FOR GCL PLACEMENT
oo To protect the installed GCL against hydration, the Geomembrane Installer shall cover
the GCL with a plastic film or geomembrane barrier on a daily basis. The film or barrier
shall be weighted down with sand bags or other materials to prevent transfer of air or
liquid between the film/barrier and GCL;
oo GCL panel deployment shall not take place during any precipitation, in the presence of
excessive moisture (e.g. fog, dew), in an area of ponded water, or in the presence of high
winds;
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oo The Quality Assurance Monitor will inform the Project Manager when the above
conditions are not fulfilled. The Quality Assurance Monitor will inform the Project
Manager of observed GCL damage caused by adverse weather conditions;
oo The Geomembrane Installer will inform the Project Manager if the weather conditions are
not acceptable for GCL deployment; and
oo The Installer shall install only that GCL that can be covered during the same working day
to maintain the integrity of the installed GCL.
3.6 SURFACE PREPARATION
The Contractor will be responsible for preparing the surface to receive GCL according to the
specifications. The Quality Assurance Monitor will document that:
1. A qualified Professional Engineer or Land Surveyor has determined that lines and
grades are in substantial conformance with design plan;
2. The surfaces to be lined have been rolled and compacted so as to be free of major
irregularities, protrusions, loose soil, and abrupt changes in grades;
3. The surface does not contain stones or other particles greater than 0.75-inches in
diameter which may be damaging to the GCL;
4. There are no areas excessively softened by high water content; and
5. Areas which were unstable under the loading of the compaction equipment have been
corrected by recompaction or removal and replacement with appropriate material.
The Geosynthetics Installer will certify that the surface on which each GCL will be installed is
acceptable. This written subgrade acceptance will be given by the Geosynthetics Installer to the
Geosynthetics Quality Assurance Monitor prior to commencement of GCL installation over a
given area.
After the surface has been accepted by the Geosynthetics Installer, it will be the Installer's
responsibility to indicate to the Project Manager or Geosynthetics Quality Assurance Monitor
any change in the subgrade conditions that may require repair work. If the Quality Assurance
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Monitor concurs with the Geosynthetics Installer, then the Quality Assurance Monitor will
identify the necessary repair work to be performed by the Contractor.
At any time prior to or during the geosynthetics installation, the Quality Assurance Monitor will
notify the Project Manager and Contractor of locations which, in the opinion of the Quality
Assurance Monitor, will require corrective action prior to geosynthetics installation.
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4.0 GEOMEMBRANE LINER
4.1 GEOMEMBRANE MANUFACTURER'S CERTIFICATION AND CQA
CONFORMANCE TESTING
4.1.1 Geomembrane Manufacturer's Certification
Compliance testing will be performed by the Geomembrane Manufacturer to demonstrate that
the product meets the manufacturers' quality control and conformance test minimum standards
for geomembrane specifications and exceeds the project technical specifications. The CQA
Engineer for purposes of conformance evaluation may perform additional testing. If the results
of the Geomembrane Manufacturer's and the CQA Engineer's testing differ, the testing will be
repeated by the CQA Engineer's laboratory, and the Geomembrane Manufacturer will be
allowed to monitor this testing. The results of this latter series of tests will prevail, provided that
the applicable test methods have been followed.
4.1.2 Raw Material
Prior to the installation of any geomembrane material, the Geomembrane Manufacturer will
provide the CQA Engineer with the following information as a bound document with the
individual sections clearly identified:
oo The origin (Resin Supplier's name and resin production plant), identification (brand name
and number), and production date of the resin;
oo A copy of the quality control certificates issued by the Resin Supplier; and
oc Reports on the tests conducted by the Geomembrane Manufacturer to verify the quality
of the resin used to manufacture the geomembrane rolls assigned to the project; these
tests shall include specific gravity (ASTM D792 Method B, or ASTM D 1505) and melt
flow index (ASTM D1238, condition E) and carbon black content (ASTM D1603) if
applicable. At a minimum, one series of tests will be conducted for each resin batch.
The CQA Engineer will review these documents and report any discrepancies with the above
requirements to the Design Engineer.
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Table 4-1 - Required Physical Properties of Textured Membrane Liner Rolls
Item
ASTM
Required Value
60-mil HDPE
(text.)
40-mil
LLDPE
(text.)
Thickness, mil (min. average)
ASTM D5994
60 nominal (-
5%)
40 nominal (-
5%)
Lowest individual for 8 of 10 values
-10%
-10%
Lowest individual for any of the 10
values
-15 %
-15 %
Asperity Height, mil (min. ave.)
GM 12
10
10
Sheet Density, g/cm3 (min.)
ASTM D792 or ASTM
D 1505
0.940
0.939
Min. Tensile Properties (each
direction)
ASTM D6693 Type IV
Strength at Yield (lb/in)
126
-
Elongational Yield (%)
12
-
Strength at Break (lb/in)
90
60
Elongational Break (%)
100
250
Tear Resistance, lbs. (min.)
ASTM D 1004
42
22
Puncture Resistance, lbs. (min.)
ASTM D4833
90
44
Carbon Black Content (allowable
range in %)
ASTM D1603
2.0-3.0
2.0-3.0
Carbon Black Dispersion
ASTM D5596
9 views in
categories 1 or
2, and 1 view in
category 3
9 views in
categories 1
or 2, and 1
view in
category 3
Hot Wedge Seams
Seam Peel Strength, lb/in (min)
ASTM 6392
91
50
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Seam Shear Strength, lb/in (min)
ASTM 6392
120
60
Extrusion Fillet Seams
Seam Peel Strength, Win (min)
ASTM 6392
78
44
Seam Shear Strength, lb/in (min)
ASTM 6392
120
60
Note: Alternate test methods may be used at the discretion of the Geosynthetics Quality
Assurance Manager
4.1.3 Geomembrane Manufacturing
Prior to the installation, the Geomembrane Manufacturer will provide the Contractor and the
CQA Engineer with the following:
oo A properties sheet including, at a minimum, all specified properties, measured using
test methods indicated in the project technical specifications, or equivalent;
oo The sample procedure and results of testing; and
oo A certification that property values given in the properties sheet are minimum average
roll values and are guaranteed by the Geomembrane Manufacturer.
The CQA Engineer will review these documents and verify that:
oo The reported property values certified by the Geomembrane Manufacturer meet all of
the project technical specifications;
oo The measurements of properties by the Geomembrane Manufacturer are properly
documented and that the test methods used are acceptable; and
oo Report any discrepancies with the above requirements to the Design Engineer.
4.1.4 Rolls and Sheets
Prior to shipment, the Geomembrane Manufacturer will provide the CQA Engineer with a
quality control certificate for each roll of geomembrane provided. The quality control certificate
will be signed by a responsible party employed by the Geomembrane Manufacturer, such as the
Production Manager. The quality control certificate will include:
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oo Roll numbers and identification; and
oo Sampling procedures and results of quality control testsas a minimum, results will be
given for thickness, tensile characteristics and tear resistance, evaluated in accordance
with the methods indicated in the project specifications or equivalent methods approved
by the engineer. See Table 4-1 for testing properties and Table 4-2 for test frequency.
The quality control certificates will be bound and included as a part of the report required in
Section 4.1.2.
The CQA Engineer will:
oo Verify that the quality control certificates have been provided at the specified
frequency and that each certificate identified the rolls or sheets related to is;
oo Review the quality control certificates and verify that the certified roll or sheet
properties meet the project technical specifications; and
oo Report any discrepancies with the above requirements to the Design Engineer.
Table 4-2 - Required Quality Control Pre -Shipment Testing of Textured Geomembrane
Liner
Property
Test Method
Frequency
Thickness
ASTM D5994
Each Roll
Asperity Height
GM 12
Every 2nd roll
Density
ASTM D792 or ASTM D 1505
Every 200,000 lbs of resin
Tensile Properties
ASTM D6693
Every 20,000 lbs
Tear Resistance
ASTM D1004
Every 45,000 lbs
Puncture Resistance
ASTM D4833
Every 45,000 lbs
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4.2 GEOMEMBRANE INSTALLATION
4.2.1 Transportation, Handling, and Storage
The CQA Engineer will verify that:
oo Handling equipment used on the site is adequate, meets manufacturer's recommen-
dations, and does not pose any risk of damage to the geomembrane; and
oo The Geomembrane's Installer's personnel handle the geomembranes with care.
Upon delivery at the site, the CQA Engineer will conduct a surface observation of all rolls and
sheets for defects and damage. This examination will be conducted without unrolling rolls
unless defects or damages are found or suspected. The CQA Engineer will indicate to the
Design Engineer:
oo Any rolls, or portions thereof, that should be rejected and removed from the site
because they have severe flaws;
oo Any rolls that have minor repairable flaws; and
oo Rolls have proper identification and roll numbers.
Refer to ASTM D4873 for detailed methods.
The CQA Engineer will document that the Contractor's storage of the geomembrane provides
adequate protection against moisture, dirt, shock, and other sources of damage or contamination.
4.2.2 Earthwork
4.2.2.1 Surface Preparation
The CQC Engineer and the Geomembrane Installer will certify in writing that the surface on
which the geomembrane will be installed meets the requirements of the project specifications.
1. A qualified Professional Engineer or Land Surveyor has determined that lines and
grades are in substantial conformance with design plan;
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2. The surfaces to be lined have been rolled and compacted so as to be free of major
irregularities, protrusions, loose soil, and abrupt changes in grades;
3. There are no areas excessively softened by high water content; and
4. Areas which were unstable under the loading of the compaction equipment have been
corrected by recompaction or removal and replacement with appropriate material.
After the surface has been accepted by the Geomembrane Installer, it will be the Geomembrane
Installer's responsibility to indicate to the Project Manager or Geosynthetics Quality Assurance
Monitor any change in the subgrade conditions that may require repair work. If the Quality
Assurance Monitor concurs with the Geomembrane Installer, then the Quality Assurance
Monitor will identify the necessary repair work to be performed by the Contractor.
At any time prior to or during the geomembrane installation, the Quality Assurance Monitor will
notify the Project Manager and Contractor of locations which, in the opinion of the Quality
Assurance Monitor, will require corrective action prior to geomembrane installation.
4.2.2.2 Anchorage System
The anchor trenches will be excavated to the lines and depth shown on the engineering drawings,
prior to geosynthetics placement. The Quality Assurance Monitor will document the anchor
trenching operation.
Rounded corners shall be provided in the trenches where the geosynthetics enter the trench to
allow the geosynthetics to be uniformly supported by the subgrade and to avoid sharp bends in
the geosynthetics. No loose soil will be allowed to underlie the geosynthetics in the anchor
trenches. The geomembrane should be seamed completely to the ends of all panels to minimize
the potential for tear propagation along the seam. Backfilling of the anchor trenches will be
conducted using the same materials specified for the structural fill in Section 2.2. The material
shall be placed and compacted using compaction equipment that is compatible with the
dimensions of the anchor trench and should not damage the geosynthetics placed in the anchor
trench.
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4.2.3 Geomembrane Placement
4.2.3.1 Field Panel Identification
The CQA Engineer will document that the Geomembrane Installer labels each field panel with
an "identification code" (number or letter -number consistent with the layout plan) agreed upon
by the Geomembrane Installer and the CQA Engineer at the CQA Preconstruction Meeting.
The Geomembrane Installer will establish a table or chart showing correspondence between roll
numbers and field panel identification codes. This documentation shall be submitted to the CQA
Engineer for review and verification. The field panel identification code will be used for all
quality control and quality assurance records.
4.2.3.2 Field Panel Placement
T .nonti nn
The CQA Engineer will verify that field panels are installed at the location indicated in the
Geomembrane Installer's layout plan, as approved or modified in Section 4.2.3.1.
Installation Schedule:
The CQA Engineer will evaluate every change in the schedule proposed by the Geomembrane
Installer and advise the Design Engineer on the acceptability of that change. The CQA Engineer
will verify that the condition of the supporting soil has not changed detrimentally during
installation.
The CQA Engineer will record the identification code, location, and date of installation of each
field panel.
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Placement of Geomembrane:
The CQA Engineer will verify that project specification related restrictions on placement of
geomembrane are fulfilled. Additionally, the CQA Engineer will verify that the supporting soil
has not been damaged by weather conditions. The CQA Engineer will inform the Design
Engineer if the above conditions are not fulfilled.
The Quality Assurance Monitor will document that panel installation is consistent with locations
indicated in the Geomembrane Installer's layout plan, as approved or modified at the initial
meeting.
oo Only those panels which can be reasonably expected to be anchored or seamed
together in I day are to be unrolled. Panels may be installed using any of the
following schedules:
o All panels placed prior to field seaming;
o Panels placed one at a time and each panel seamed immediately after its
placement; and
o Any combination of the above.
oo The Quality Assurance Monitor will record on a drawing the identification code,
location, and date of installation of each geomembrane panel;
oo To protect the previously -installed GCL against hydration, the Geomembrane
Installer shall cover the GCL with a plastic film or geomembrane barrier on a daily
basis. The film or barrier shall be weighted down with sand bags or other materials to
prevent transfer of air or liquid between the film/barrier and GCL;
oo Care shall be taken to not drag the geomembrane across the previously installed GCL
so that the interface between the two surfaces is not compromised;
oo Geomembrane panel deployment or seaming shall not take place during any
precipitation, in the presence of excessive moisture (e.g. fog, dew), in an area of
ponded water, or in the presence of high winds;
oo The Quality Assurance Monitor will inform the Project Manager when the above
conditions are not fulfilled. The Quality Assurance Monitor will inform the Project
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Manager of observed low permeability soil liner damage caused by adverse weather
conditions;
oo The Geomembrane Installer will inform the Project Manager if the weather conditions
are not acceptable for geomembrane deployment or seaming; and
oo The Installer shall provide suitable wind protection as necessary to maintain the
integrity of the installation.
The CQA Engineer will:
oo Observe equipment damage to the geomembrane as a result of handling, traffic,
leakage of hydrocarbons, or other means;
oo Observe deviations from the requirement that no one is permitted to smoke, wear
damaging shoes, or engage in other activities which could damage the geomembrane;
oo Observe scratches, crimps, or wrinkles in the geomembrane and any damage to the
low permeability soil liner; and
oo Observe damage caused by loading which may be necessary to prevent uplift by
wind.
Damage:
The CQA Engineer will visually observe each panel, after placement and prior to seaming, for
damage. The CQA Engineer will advise the Design Engineer which panels, or portions of
panels, should be rejected, repaired, or accepted. Damaged panels or portions of damaged panels
that have been rejected will be marked and their removal from the work area recorded by the
CQA Engineer. Repairs will be made according to procedures described in the project
specifications.
As a minimum, the CQA Engineer will document that:
oo The panel is placed in such a manner that it is unlikely to be damaged; and
oo Any tears, punctures, holes, thin spots, etc., are either marked by the Geomembrane
Installer for repair or the panel is rejected.
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4.2.4 Field Seaming
4.2.4.1 Overlapping
The Quality Assurance Monitor will observe that geomembrane panels were properly overlapped
for fusion welding and extrusion welding.
4.2.4.2 Seam Preparation
Seams must be prepared so that:
oo Prior to seaming, the seam area will be clean and free of moisture, dust, dirt, debris of
any kind, and foreign material;
oo Seam overlap grinding (for extrusion welding only) will be completed according to
the Manufacturer's instructions and in a way that does not damage the geomembrane;
and
oo Seams will be aligned with the fewest possible number of wrinkles and "fishmouths".
4.2.4.3 Weather Conditions for Seaming
The typical weather conditions required for seaming are as follows:
oo No seaming shall be attempted above 104 degrees F ambient air temperature or below
40 degrees F ambient air temperature;
oo Ambient temperature shall be measured 6 inches above the liner; and
oo Welding below 40 degrees F will be subject to cold weather seaming practices.
In all cases, the geomembrane shall be dry and protected from wind damage.
The Geosynthetic Quality Assurance Monitor representative will observe the seaming techniques
appropriate for the prevailing weather conditions are employed and will advise the Project
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Manager of deviation. The final decision as to whether or not seaming may be performed will be
made by the Project Manager.
4.2.4.4 Test Seam
Test seams will be prepared each day prior to commencing geomembrane field seaming. Such
test seams will be made at the beginning of each seaming period, at the discretion of the
Geosynthetics Quality Assurance Monitor, and at least once every 4 hours of continuous welding
for each seaming apparatus used that day.
The test seam sample will be at least 10 feet long for fusion welding and 3 feet long for extrusion
welding by 1-foot wide with the seam centered lengthwise. Six adjoining 1-inch wide specimens
will be die cut from the seam sample. Three specimens will be immediately tested with a
tensiometer in the field for peel by the Geomembrane Installer, and should not fail in the seam.
The three remaining specimens shall be field tested by the Geomembrane Installer for shear. If
any of the test seam specimens fails to meet the requirements of Table 4-1, the entire operation
will be repeated. If the additional test seam fails, the seaming apparatus or seamer will not be
accepted and will not be used for seaming until the deficiencies are corrected and two
consecutive successful full test seams are achieved. Test seam failure is defined as failure of any
one of the specimens tested in shear or peel. The Geosynthetic Quality Assurance Monitor will
observe all test seam procedures.
4.2.4.5 General Seaming Procedure
Unless otherwise specified, the general seaming procedure used by the Geomembrane Installer
shall be as follows:
oo If required, a moveable protective layer of plastic may be placed directly below each
overlap of geomembrane that is to be seamed. The purpose of the protective layer is
to prevent any moisture build-up between the sheets to be welded. No protective
layers may be left beneath the geomembrane on side slopes;
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oo No porous material which may prevent contact between the geomembrane and GCL
may be left in place;
oo Seaming shall extend to the outside edge of panels to be placed in anchor trenches;
oo If required, a firm substrata should be provided by using a flat board, a conveyer belt,
or similar hard surface directly under the seam overlap to achieve proper support; and
oo Fishmouths or large differential wrinkles at the seam overlaps should be cut along the
ridge of the wrinkle in order to achieve a flat overlap. The cut fishmouths or wrinkles
will be seamed over the entire length and will then be patched with an oval or round
patch of the same type of geomembrane extending a minimum of 6 inches beyond the
cut in all directions.
The Geosynthetics Quality Assurance Manager will observe that the above seaming procedures
(or any other procedures agreed upon) are followed, and will inform the Project Manager if they
are not.
4.2.4.6 Seam Layout
The Geomembrane Installer will provide the CQA Engineer with a seam layout drawing, i.e. a
drawing of the facility to be lined showing all expected seams. The CQA Engineer and Design
Engineer will review the seam layout drawing and verify that it is consistent with the accepted
state of practice and this CQA Plan. In addition, no panels not specifically shown on the seam
layout drawing may be used without the Design Engineer's prior approval.
A seam numbering system compatible with the panel numbering system will be agreed upon at
the Resolution and/or Preconstruction Meeting, Section 1.6. In general, no horizontal seam shall
be within 5 feet from the toe of the slope. An on -going written record of the seams and repair
areas shall be maintained by the Geomembrane Installer with weekly review by the CQA
Engineer.
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4.2.4.7 Requirements of Personnel
The Geomembrane Installer will provide the CQA Engineer with a list of proposed seaming
personnel and their experience records. This document will be reviewed by the Design Engineer
and the CQA Engineer for compliance with project specifications. All personnel performing
seaming operations must be qualified by experience or by successfully passing seaming tests. At
least one seamer will have a minimum of 3,000,000 ft2 of geomembrane seaming experience
using the same type of seaming apparatus in use at the site. CQA Engineer has the right to reject
a seamer if they cannot demonstrate suitable experience and qualifications.
4.2.4.8 Seaming Equipment and Products
Field seaming processes must comply with project specifications. Proposed alternate processes
will be documented and submitted to the CQA Engineer for his approval. Only seaming
apparatus, which have been specifically approved by make and model, will be used. The CQA
Engineer will submit all documentation to the Design Engineer for his concurrence.
Seaming Equipment:
oo The approved processes for field seaming are fusion or extrusion welding;
oo The apparatus used for welding the major seams will be equipped with gauges indicating
the temperature in the apparatus or at the application point. The CQA Engineer will
observe apparatus temperatures and ambient temperatures at appropriate intervals; and
oo The CQA Engineer Monitor will observe that: Equipment used for seam The extruder is
purged prior to beginning a seam until the heat -degraded extrudant has been removed
from the barrel; the electric generator is placed on a smooth base such that no damage
occurs to the geomembrane; A smooth insulating plate or fabric is placed beneath the
welding apparatus after usage; and, the geomembrane is protected from damage in
heavily trafficked areas. Observe continuity testing of the repaired areas performed by the
Geomembrane Installer.
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4.2.4.9 Nondestructive Seam Continuity Testing
The Geomembrane Installer will nondestructively test all field seams over their full length using
test methods approved by the project specifications. The CQA Engineer shall periodically
observe the nondestructive testing to ensure conformance with this CQA Plan and the project
specifications.
For approximately 10 percent of the noncomplying tests, the CQA Engineer will:
oo Observe continuity testing of the repaired areas performed by the Geomembrane
Installer;
oo Confirm the record location, date, test unit number, name of tester, and compile the
record of testing provided by the Geomembrane Installer;
oo Provide a walkthrough inspection of all impacted seam areas and verify that the areas
have been tested in accordance with the CQA Plan and project specifications;
oo Verify that the Geomembrane Installer has marked repair areas with the appropriate
color -coded marking pencil; and
oo Seams must be constructed in a fashion that allows them to be non-destructively
tested. Any patches, seams around liner penetrations, or seams near sharp corners
must be capped or patched with geomembrane of sufficient size to allow non-
destructive testing of all seams.
4.2.4.10 Destructive Seam Testing
Destructive seam tests will be performed by the CQC consultant at locations and a frequency in
accordance with the project specifications. The CQA Engineer will perform conformance tests
on a minimum of 10 percent of the CQC destructive seam test samples obtained. Additional
destructive seam tests may be required at the CQA Engineer's discretion. Selection of such
locations may be prompted by suspicion of contamination, excessive grinding, off center and/or
offset seams, or any other potential cause of imperfect seaming.
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Locations and Frequency.
oc The Geomembrane Installer shall cut a minimum of one 1-inch specimen at the end of
each production seam. A film tear bond is required to continue welding; and
oo A minimum frequency of one test location per 500 feet of field seam length. At least
one sample shall be taken for each seaming crew for each day of welding.
Sampling Procedures:
Samples will be cut by the Geomembrane Installer as the seaming progresses in order to have
laboratory test results before completion of liner installation. The Geosynthetics Quality
Assurance Monitor will:
oo Observe sample cutting;
oo Assign a number to each sample and mark it accordingly;
oo Record the sample location on a layout drawing; and
oo Observe field tensiometer testing performed by the Geomembrane Installer and
record test data.
Holes in the geomembrane resulting from destructive seam sampling will be immediately
repaired by the Geomembrane Installer in accordance with repair procedures described in
Section 4.2.5. The continuity of the new seams in the repaired area will be tested
according to Section 4.2.4.
Size of Samples:
The samples will be a minimum of 18 inches wide by about 54 inches long with the seam
centered lengthwise. One 1-inch wide strip will be cut from each end of the sample and these
will be tested by the Installer in the field for peel and shear using the tensiometer, and should not
fail in the seam.
The remaining sample will be cut into three parts and distributed as follows:
oo One portion to the Geomembrane Installer for laboratory testing, 18-inch x 18-inch;
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oo One portion for Geosynthetics Quality Assurance Consultant for possible laboratory
testing;
oc 18-inch x 18-inch; and
oo One portion to the Owner for archive storage, 18-inch x 18-inch.
Samples will be cut by the Geomembrane Installer at the locations designated by, and under the
observation of, the Geosynthetics Quality Assurance Monitor as the seaming progresses in order
to obtain laboratory test results prior to completion of liner installation.
The Geosynthetics Quality Assurance Monitor will witness field tests and mark samples with
their number. The Geosynthetics Quality Assurance Monitor will also log the date, name of
seamer, number of seaming unit, and pass or fail description.
Testina Reauirements:
Laboratory testing of seams will commence as soon as possible after the field seam samples
(FSS) are received. A minimum of five specimens should be tested each for shear and peel, for a
total of ten destructive tests per FSS. The shear and peel testing of the seams should be
conducted according to ASTM D-6392.
All five tests from each FSS should fail outside of the seamed area to be considered an
acceptable seam. If one of the shear or peel tests fails, an additional specimen from the same
FSS will be tested in the mode by which the specimen failed. If the retest specimen passes then
the FSS is acceptable. If the retest specimen fails then the FSS is unacceptable.
Definition of Pass/Fail Criteria:
Fusion Weld
oo A passing seam produced by the fusion weld will be achieved in peel when no greater
than 10 percent of the seam width (defined as the extent of peels (separates) at any
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point. From this point, a peel strength listed in Table 4-1 will result in a passing
sample; and
oo A passing seam in shear will elongate, and be at least the minimum tensile force at
yield for the parent material listed in Table 4-4. Yield strain shall be at least 10
percent and the break strain shall be at least 50 percent.
Extrusion Weld
oo A passing seam produced by the extrusion weld will be achieved in peel when no
greater than a 1/8-inch separation occurs. From this point, a FTB shall occur with a
peel strength listed in Table 4-1; and
oo A passing seam in shear will fail with a minimum tensile strength listed in Table 4-4.
Yield strain shall be at least 10 percent and break strain shall be at least 50 percent.
Procedures for Destructive Test Failure:
The following procedures will apply whenever a sample fails the field destructive test. The
Geomembrane Installer has two options:
oo The Geomembrane Installer can cap strip the seam between the failed location and
two passed laboratory test locations, or the beginning or end of that day's seaming
using the procedures described in Section 4.2.5. Cap -stripping involves applying a
strip of geomembrane, a minimum distance of 6 inches on all sides of the defective
seams, and seaming it to the sheet material by extrusion welding; and
oo The Geomembrane Installer can retrace the welding path to an intermediate location
on both sides of the failed test location (10-foot minimum from the location of the
failed test) and take a minimum of two 8-inch x 12-inch samples for additional field
tests (see Section 4.2.4.10). If these additional samples pass the test, then specimens
shall be laboratory tested for confirmation and the seam should be reconstructed
between the passing lab test locations. If either of these samples fail, then the entire
seam will be reconstructed between passing laboratory test locations.
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In any case, all acceptable reconstructed seams must be bounded by two passing laboratory test
locations, (i.e., the above procedure should be followed in both directions from the original failed
location), and one laboratory test must be taken within the reconstructed area if the failed length
exceeds 200 feet.
In the event that a sample fails a laboratory destructive test (whether it is conducted by the
independent laboratory or by the Geomembrane Installer's laboratory), then the above procedures
should be followed, considering laboratory tests exclusively. Since the final seam must be
bounded by two laboratory passed test locations, it may then be necessary to take one or more
new samples for laboratory testing in addition to the one required in the reconstructed seam area.
The Geosynthetics Quality Assurance Monitor will observe and note actions taken in conjunction
with destructive test failures.
4.2.4.11 Geosynthetics Construction Quality Control Laboratory Testing
Destructive test samples will be packaged and shipped by the CQC Consultant in a manner that
will not damage the test sample. The Project Manager will be responsible for storing the archive
samples. These procedures will be fully outlined at the Resolution Meeting, Section 1.6.3. Test
samples will be tested by the Geosynthetics CQC Laboratory.
Conformance testing will include "Seam Strength" and "Peel Adhesion" (ASTM D6392 using
one -inch strips and a strain rate of two inches per minute) in accordance with ASTM D4437 and
project specifications. All geomembrane destructive test samples that fail to meet project
specifications shall be saved and sent to the CQA Engineer for observation.
The Geosynthetics CQC Laboratory will provide preliminary test results no more than 24 hours
after they receive the samples. The CQA Engineer will review laboratory test results as soon as
they become available.
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4.2.4.12 Defining Extent of Destructive Seam Test Failure
All defective seam test failures must be bounded by seam tests from which destructive samples
passing laboratory tests have been taken. The CQC Consultant will document repair actions
taken in conjunction with all destructive seam test failures.
4.2.4.13 Nondestructive Conductive Leak Testing
The Geomembrane Installer will nondestructively perform conductive leak testing of the liner
system over the full liner area using test methods approved by the project specifications. The
CQA Engineer shall periodically observe the nondestructive testing to ensure conformance with
this CQA Plan and the project specifications.
4.2.5 Defects and Repairs
All seam and nonseam areas of the geomembrane will be examined by the CQC Consultant for
identification of defects, holes, blisters, undispersed raw materials, and any sign of
contamination by foreign matter. Each suspected location, both in -seam and nonseam areas, will
be nondestructively tested using methods in accordance with the project specifications. Each
location that fails the nondestructive testing will be marked by the CQC Consultant and repaired
by the Geomembrane Installer. Repair procedures will be in accordance with project
specifications or procedures agreed to by the Design Engineer in the Preconstruction meeting.
The CQA Engineer will observe all repair procedures and advise the Project Manager of any
problems.
Repairs:
oo Defective seams will be repaired by reconstruction;
oo Tears or holes will be repaired by patching;
oo Pinholes will be repaired by applying an extrudate bead to the prepared surface;
oo Blisters, larger holes, undispersed raw materials, and contamination by foreign matter
will be repaired by patching;
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oo Patches shall be round or oval in shape, made of the same material as the
geomembrane, and extend a minimum of 6 inches beyond all edges of the defect.
Patches will be applied using the approved method as required in the specifications;
and
oo All seams made in repairing defects will be subjected to the same non-destructive test
procedures as outlined for all other seams.
4.2.5.1 Seam Reconstruction Procedures
Seam sections which need repair due to overheating, burn holes, and unseamed areas shall be
reconstructed by cap -stripping with the same geomembrane material. Cap -stripping involves
applying a strip of geomembrane, a minimum distance of 6 inches on all sides of the defective
seams, and seaming it to the sheet material by extrusion welding.
4.2.5.2 Documentation of Repairs
Each repair will be non-destructively tested using the methods described in Section 4.2.4.9, as
appropriate. Repairs which pass the non-destructive test will be taken as an indication of an
adequate repair. Repairs which fail will be redone and retested until a passing test is achieved.
The Geosynthetics Quality Assurance Monitor will observe all non-destructive testing of repairs.
4.2.6 Liner Systems Acceptance
The Geomembrane Installer and the Geosynthetic Manufacturers will retain all ownership and
responsibility for the geosynthetics until acceptance by the Owner.
The geomembrane component of the liner system will be accepted by the Owner when:
oo The installation is finished;
oo Verification of the adequacy of all seams and repairs, including associated testing, is
complete;
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oo CQC consultant provides the CQA Engineer and Design Engineer with a final copy
of the nondestructive test documentation, repair information, and as -built drawings;
oo CQA Engineer furnishes the Design Engineer with certification that the geomem-
brane was installed in accordance with the Geosynthetic Manufacturer's recommen-
dations as well as the Plans and project specifications;
oo All documentation of installation is completed including the CQA Engineer's final
report; and
oo Certification by the CQA Engineer, including Record Drawing(s), sealed by a
Professional Engineer registered in North Carolina, has been received by the Design
Engineer.
The CQA Engineer will certify that the installation has proceeded in accordance with this CQA
Plan and the project specifications for the project except as noted to the Design Manager.
4.2.7 Materials in Contact with Geomembranes
The quality assurance procedures indicated in this Subsection are only intended to assure that the
installation of these materials does not damage the geomembrane. Although protective
geosynthetics have been incorporated into the liner system, all reasonable measures to protect the
geomembrane and provide additional quality assurance procedures are necessary to ensure
proper performance.
4.2.7.1 Pumps and Appurtenances
The CQA Engineer will verify that:
oo Installation of the geomembrane in appurtenance areas, and connection of the
geomembrane to appurtenances have been made according to the project
specifications;
oo Extreme care is taken while seaming around appurtenances since neither
nondestructive nor destructive testing may be feasible in these areas;
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oo The geomembrane has not been visibly damaged while making connections to
appurtenances;
oo The installation of the geomembranes shall be exercised so as not to damage sumps
and pump appurtenances; and
oo The CQA Engineer will inform the Design Engineer if the above conditions are not
fulfilled.
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5.0 GEONET MATERIAL AND INSTALLATION QUALITY ASSURANCE
5.1 MANUFACTURING
The Contractor will provide the CQA Engineer with a list of guaranteed "minimum average roll
value" properties (as defined by the Federal Highway Administration), for the type of geonet to
be delivered. The Contractor will also provide the CQA Engineer with a written certification
from the Geonet Manufacturer that the materials actually delivered have "minimum average roll
value" properties that meet or exceed all property values guaranteed for that type of geonet.
The CQA Engineer will examine all manufacturer certifications to ensure that the property
values listed on the certifications meet or exceed those specified for the particular type of geonet.
Any deviations will be reported to the Design Engineer.
The Geocomposite Drainage Layer (GDL) shall be a high capacity double -sided geonet designed
for landfill applications. The GDL shall have the properties that comply with the required
property values shown in the following table. The GDL Manufacturer and/or Fabricator shall
provide results of tests performed using the procedures listed on the following table, as well as
certification that the materials meet or exceed the specified values.
Table 5-1 - Non -Woven Geotextile Properties and Test Methods
Property
Unit
Qualifier
Test Method
Value
Grab Elongation
%
MARV
ASTM D 4632
50
Mass Per Unit Area
oz/ydz
MARV
ASTM D5261
7.2
Grab Tensile Strength
lb
MARV
ASTM D4632
205
Puncture Resistance
lb
MARV
ASTM D4833
95
Trapezoidal Tear Strength
lb
MARV
ASTM D 4533
80
Apparent Opening Size
Sieve Size
MARV
ASTM D 4751
70-100
Permittivity
Sec-1
MARV
ASTM D 4491
1.05
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Table 5-2 - Woven Geotextile Properties and Test Methods
Property
Unit
Qualifier
Test Method
Value
Grab Elongation
%
MARV
ASTM D 4632
15
Mass Per Unit Area
oz/yd2
MARV
ASTM D5261
7.2
Grab Tensile Strength
lb
MARV
ASTM D4632
300
Puncture Resistance
lb
MARV
ASTM D4833
120
Trapezoidal Tear Strength
lb
MARV
ASTM D 4533
65
Table 5-3 - GDL Property Value Requirements
Properties
Test Method
Units
Qualifier
Specified
Value
GEONET:
Resin Density
ASTM D 1505
g/cm3
Minimum
0.94
Carbon Black content
ASTM D 4218
%
Minimum
2.0
Thickness
ASTM D 5199
Minimum
200
GEOTEXTILE:
Fabric Weight
ASTM D 3776
oz/sy
MARV*
8
Grab Strength
ASTM D 4632
Lbs
MARV*
220
Tear Strength
ASTM D 4533
Lbs
MARV*
65
Puncture Strength
ASTM D 4833
Lbs
MARV*
120
Water Flow Rate
ASTM D 4491
gpm/sf
MARV*
110
AOS
ASTM D 4751
US Sieve
MARV*
80
GEOCOMPOSITE:
Peel Strength (1)
ASTM D 413
lbs/inch
typical
0.75
Transmissivity: @100 hr seat
ASTM D4716
m2/sec
Minimum
1x10-4 (2)(3)
*MARV = Minimum Average Roll Values
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Notes:
1. Ply Adhesion tested by manufacturer every 40,000 square feet of product per ASTM
F904 with a 2-inch wide 10-inch long strip where the geotextile bonded to one side of
the geonet is pulled apart at a speed of 12.0-inch/min. The value reported is the
average peak value of five tested sample;
2. Transmissivity is calculated as the flow rate per unit width divided by the hydraulic
gradient as defined in ASTM D4716. Transmissivity values shown above are based
on a normal stress = 10,000 psf for the GDL; and
3. Transmissivity values are approximate.
The GDL system described by this Specification consists of. a composite drainage net and with a
double -sided nonwoven polypropylene geotextile thermally bonded to each side of the geonet.
In addition to the property values listed in table above, the GDL shall:
1. Retain its structure during handling, placement, and long-term service;
2. Be capable of withstanding outdoor exposure for a minimum of 30 days with no
measurable deterioration; and
3. Geotextiles will be thermally bonded to geonet components of GDL rather than
chemically bonded.
Table 5-4 - Manufacturing Quality Control
GDL Component
Test
Procedure
Geonet Component
Specific gravity
ASTM D 1505
Carbon black
ASTM D 4218
Thickness
ASTM D 5199
Geotextile Component
Mass per unit area
ASTM D 3776
AOS
ASTM D 4751
Permittivity
ASTM D 4491
Puncture Strength
ASTM D 4833
Grab Strength
ASTM D 4632
Trapezoidal Tear Strength
ASTM D 4533
Geotextile/Geonet/ Composite
Peel Strength
ASTM D 413
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Notes:
1. The hydraulic transmissivity test (ASTM D 4716) need not be performed at a
frequency of one per 20,000 square feet. However, the GDL Manufacturer and/or
Fabricator shall certify that this test has been performed on a sample of GDL identical
to the product that will be delivered to the site. The GDL Manufacturer and/or
Fabricator shall provide test results to the Owner's Representative demonstrating that
the GDL Manufacturer and/or Fabricator performed the tests and that acceptable
results were obtained; and
2. The GDL Manufacturer and/or Fabricator shall comply with the certification and
submittal requirements of this plan.
The minimum interface friction angle calculated was determined to be 13 degrees for the base
liner construction. Conformance testing of the liner system interfaces should be performed to
verify materials provided for each cell construction will meet or exceed this requirement.
The soil materials used to construct the final cover system over the 3.5H:1 V slopes must possess
a minimum internal friction angle of 23.1 °. Additionally, the minimum shear strengths for low
normal loads were identified above and were based on a minimum geosynthetic interface friction
angle of 23.1 ° and cohesion of 51 psf above the geomembrane, and 23.1 ° with no cohesion
below the geomembrane.
5.2 LABELING
The Geonet Manufacturer will identify all rolls of geonet in conformance with the project
specifications. The CQA Engineer will examine rolls upon delivery and any deviation from the
above requirements will be reported to the Design Engineer.
5.3 SHIPMENT AND STORAGE
During shipment and storage, the geonet will be protected as required by manufacturer's
recommendations and the project specifications. The CQA Engineer will observe rolls upon
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delivery at the site and any deviation from the above requirements will be reported to the Design
Engineer.
5.4 HANDLING AND PLACEMENT
The Geosynthetic Installer will handle all geonets in such a manner as required by the project
specifications. Any noncompliance will be noted by the CQA Engineer and reported to the
Design Engineer.
5.5 SEAMS AND OVERLAPS
All geonets will be seamed or overlapped in accordance with project specifications or as
approved by the CQA Engineer and Design Engineer.
5.6 REPAIR
Any holes or tears in the geonet will be repaired in accordance with the project specifications.
The CQA Engineer will observe any repair and note any noncompliance with the above
requirements and report them to the Design Engineer.
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6.0 HIGH DENSITY POLYTHYLENE PIPE AND FITTINGS CONSTRUCTION
QUALITY ASSURANCE
6.1 MATERIAL REQUIREMENTS
All HDPE pipe and fittings shall be produced in accordance with the project specifications.
6.2 MANUFACTURER
Prior to the installation of HDPE pipe, the Manufacturer will provide to the Contractor and the
CQA Engineer the following:
oo A properties sheet including, at a minimum, all specified properties, measured using test
methods indicated in the project technical specifications;
oo A list of quantities and descriptions of materials other than the base resin which comprise
the pipe;
oo The sampling procedure and results of testing; and
oo A certification by the HDPE Pipe Manufacturer that values given in the properties sheet
are minimum values and are guaranteed by the HDPE Pipe Manufacturer.
The CQA Engineer will review these documents and verify that:
oo The property values certified by the HDPE Pipe Manufacturer meet all of the project
technical specifications;
oo The measurements of properties by the HDPE Pipe Manufacturer are properly
documented and that the test methods are acceptable; and
oo Report any discrepancies with the above requirements to the Design Engineer.
6.2.1 Verification and Identification
Prior to shipment, the Contractor will provide the Design Engineer and the CQA Engineer with a
quality control certification for each lot/batch of the HDPE pipe provided. The quality control
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certificate will be signed by a responsible party employed by the HDPE Pipe Manufacturer, such
as the Production Manager. The quality control certificate will include:
oo Lotibatch number and identification; and
oo Sampling procedures and results of quality control tests.
The CQA Engineer will:
oo Verify that the quality control certificates have been provided at the specified
frequency for all lots/batches of pipe, and that each certificate identifies the pipe
lotibatch related to it; and
oo Review the quality control certificates and verify that the certified properties meet the
project technical specifications.
6.3 NONDESTRUCTIVE TESTING
6.3.1 Nondestructive Testing of Joints
All nonperforated HDPE joints must be nondestructively tested. These pipe joints will be tested
using the pressure test as provided in the project technical specifications. Other nondestructive
test methods may be used only when:
oo The Geosynthetic Installer can prove its effectiveness;
oc The method is approved by the Pipe Manufacturer;
oo The method is approved by the Design Engineer; and
oo The Design Engineer and the CQA Engineer will verify the effectiveness and validity
of the alternative test method.
The CQA Engineer will report any nonconformance of testing methods to the Design Engineer.
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7.0 LEACHATE COLLECTION SYSTEM CONSTRUCTION QUALITY ASSURANCE
7.1 INTRODUCTION
This section of the CQA plan addresses the sand and gravel drains, and the soil buffer layer of
the Leachate Collection System (LCS). By reference to Sections 5.0 and 6.0 of this CQA Plan,
this section also addresses the perforated plastic pipes and geotextile filters and cushions that are
included in the LCS system. This section outlines the CQA program to be implemented with
regard to materials confirmation, laboratory and field test requirements, overview and interfacing
with the Contractor, and resolution of problems.
7.2 GRANULAR LEACHATE COLLECTION SYSTEM
7.2.1 Protective Cover Material
The LCS layer shall be placed and compacted in accordance with the project specifications. The
Soils Engineer will provide gradation and density testing of the granular material at the
frequency specified in the project specifications. The CQA Engineer will observe that placement
of the granular material is done in a manner to protect the geomembrane, and review the
gradation and density test data provided by the Soils Engineer. The CQA Engineer may conduct
confirmation gradation and density testing as deemed appropriate.
The protective cover used as part of the leachate collection system and for protection of the
bottom liner system shall consist of a 24-inch layer of soil material. Each series of qualification
tests will consist of determinations of grain size distribution, Atterberg Limits, and hydraulic
conductivity. The soil used for the protective cover shall have a classification of SW, SP, SM, or
SC in accordance with ASTM D2487 and a compacted saturated hydraulic conductivity equal to
or greater than 1.9 x 10-4 cm/sec. The soil used for the protective cover shall be substantially
free of topsoil, organics, and rocks larger than 1-inch in diameter. Granular soil material can have
no more than 5% by weight passing the No. 200 sieve.
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Table 7-1 - Protective Cover Material
Item
ASTM
Minimum Requirements
Atterberg Limits
D-4318-84
10,000 cubic yards
Sieve Analysis with Hydrometer
D-422-63
10,000 cubic yards
Compacted Hydraulic Conductivity
D-5084
10,000 cubic yards
The minimum interface friction angle calculated was determined to be 13 degrees for the base
liner construction. Conformance testing of the liner system interfaces should be performed to
verify materials provided for each cell construction will meet or exceed this requirement.
The soil materials used to construct the final cover system over the 3.5H:1 V slopes must possess
a minimum internal friction angle of 23.1 °. Additionally, the minimum shear strengths for low
normal loads were identified above and were based on a minimum geosynthetic interface friction
angle of 23.1° and cohesion of 51 psf above the geomembrane, and 23.1° with no cohesion
below the geomembrane.
The protective cover shall be placed by light, wide tracked equipment. Only nominal
compaction need be applied to the protective soil layer. Over compaction due to equipment
traffic must be avoided. Care must be exercised to eliminate any possibility of damage to the
geosynthetics during placement. Wrinkles noted in the geosynthetics during placement should
be relaxed and corrected in accordance with the Geomembrane Installer's recommendations.
Protective cover thickness shall be monitored throughout each day of construction to determine if
the thickness is adequate. Thickness verification shall be taken on a minimum 100-foot grid by a
Surveyor.
A bulk sample shall be obtained for every 10,000 cubic yards of source material for conformance
testing outlined in Table 7-1.
If the source is changed, or a different material from the same source is considered, these
materials will be tested at the same frequency as described in Table 7-1.
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7.2.2 Sump and LCS Pipe Drain Material
The drain material placed in the sumps and surrounding the LCS drainage pipe shall be placed in
accordance with the project specifications. The Soils Engineer will provide gradation and
mineralogical testing of the gravel material at the frequency specified in the project
specifications. The CQA Engineer will observe that placement of the gravel is done in a manner
to protect the geomembrane and plastic pipe and review the gradation and density test data
provided by the Soils Engineer. The CQA Engineer may conduct confirmation gradation and
additional testing as deemed appropriate.
7.3 RELATED MATERIALS
7.3.1 High Density Polyethylene (HDPE) Pipe Material
The perforated HDPE pipe placed within the gravel drain material shall be placed in accordance
with project specifications. The CQA program for this material is presented in Section 6.0 of
this CQA Plan.
7.3.2 Soil Buffer Layer Material
The soil buffer layer material shall be placed and compacted in accordance with project
specifications. The Soils Engineer will provide classification testing of the material at the
frequency specified in the project specifications. The CQA Engineer will observe that the
placement of the soil buffer is done in a manner to protect the filter geotextile and review the
classification data provided by the Soils Engineer. The CQA Engineer may conduct
confirmation classification testing as deemed appropriate.
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7.4 MATERIALS TESTING
7.4.1 Test Methods
All testing used to evaluate the suitability or conformance of LCS materials will be carried out in
accordance with the project specifications.
7.4.2 Material Testing Requirements
The material CQC testing must comply with the minimum frequencies presented in the project
specifications. The frequency of CQA testing will be determined by the CQA Engineer in light
of the potential variability of the materials and the acceptance/failure rate of the CQC testing.
7.5 LCS CONSTRUCTION QUALITY ASSURANCE
CQA will be performed on all components of the LCS system construction. CQA evaluation
will consist of. (1) monitoring the work and observing the CQC testing, and (2) performing
laboratory and field conformance tests. Laboratory CQA conformance tests may be conducted
on samples taken at the borrow source, stockpile, and during the course of work prior to
construction. Field conformance tests will be conducted during the course of the work.
7.5.1 Monitoring
The CQA Engineer shall monitor and document the construction of all LCS components.
Monitoring the construction work for the natural materials of all the LCS system includes the
following:
oo Reviewing CQC testing for gradation and other physical properties of the natural
materials and compilation of the data;
oo Monitoring the minimum vertical buffer maintained between field equipment and the
geomembrane; and
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oo Monitoring the placement of the natural materials does not fold or damage the
geomembrane in any way.
7.5.1.1 Deficiencies
If a defect is discovered in the earthwork product, the Soils Engineer will immediately determine
the extent and nature of the defect and report it to the CQA Engineer. If the defect is indicated
by an unsatisfactory test result, the Soils Engineer will determine the extent of the deficient area
by additional tests, observations, a review of records, or other means that the CQA Engineer
deems appropriate.
7.5.1.2 Notification
After determining the extent and nature of a defect, the Soils Engineer will notify the Design
Engineer and Contractor and schedule appropriate retests when the work deficiency is corrected.
The CQA Engineer shall observe all retests on defects.
7.5.1.3 Repairs and Retesting
The Contractor will correct the deficiency to the satisfaction of the CQA Engineer. If a project
specification criterion cannot be met, or unusual weather conditions hinder work, then the Soils
Engineer will develop and present to the Design Engineer suggested solutions for his approval.
All retests recommended by the Soils Engineer must verify that the defect has been corrected
before any additional work is performed by the Contractor in the area of the deficiency. The
CQA Engineer will verify that all installation requirements are met and that all submittals are
provided.
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8.0 CONSTRUCTION QUALITY ASSURANCE DOCUMENTATION
8.1 DOCUMENTATION
The CQA Engineer will provide the Owner with the daily and weekly reports including signed
descriptive remarks, data sheets, and logs to verify that all monitoring activities have been
carried out. The CQA Engineer will also maintain at the job site a complete file of Plans,
Reports, and Specifications, a CQA/CQC Plan, checklists, test procedures, daily logs, and other
pertinent documents.
8.2 RECORD KEEPING
Standard reporting procedures will include preparation of a daily report which, at a minimum,
will consist of (1) field notes, including memoranda of meetings and/or discussions with the
Contractor; (2) observation logs and testing data sheets; and (3) construction problem and
solution data sheets. This information will be submitted weekly to and reviewed by the CQA
Engineer. The daily report must be completed at the end of each shift prior to leaving the site
and submitted to the CQA Engineer.
The weekly reports should summarize the major events that occurred during that week. Critical
problems that occur shall be communicated verbally immediately as well as being included in the
reports.
8.2.1 Memorandum of Discussion with Contractor
A daily report will be prepared summarizing discussions between the CQA Engineer and
Contractor. At a minimum, the daily report will include the following information:
oo Date, project name, location, and other identification;
oo Name of parties to discussion at the time;
oo Relevant subject matter or issues;
oo Activities planned and schedule; and
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oo Signature of the CQA Engineer.
8.2.2 Observation Logs and Testing Data Sheets
Observation logs and testing data sheets will be prepared daily by the CQA Engineer. At a
minimum, these logs and data sheets will include the following information:
oo An identifying sheet number for cross referencing and document control;
oo Date, project name, location, and other identifications;
oo Data on weather conditions;
oo A reduced -scale site plan showing all proposed work areas and test locations;
oo Descriptions and locations of on -going construction;
oo Locations where tests and samples were taken;
oo A summary of test results;
oo Calibrations or recalibrations of test equipment and actions taken as a result of
recalibration;
0o Off -site materials received, including quality verification documentation;
oc Decisions made regarding acceptance of units or work and/or corrective actions to be
taken in instances of substandard quality; and
oc The CQA Engineer's signature.
8.2.3 Construction Problem and Solution Data Sheets
Sheets describing special construction situations will be cross-referenced with specific obser-
vation logs and testing data sheets, and must include the following information where available:
oo An identifying sheet number for cross referencing and document control;
oo A detailed description of the situation or deficiency;
oo The location and probable cause of the situation or deficiency;
oo How and when the situation or deficiency was found or located;
oo Documentation of the response to the situation or deficiency;
oo Final results of any responses;
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oo Any measures taken to prevent a similar situation from occurring in the future; and
oo The signature of the CQA Engineer and signature of the Design Engineer indicating
concurrence.
The Design Engineer will be made aware of any significant recurring non-conformance with the
Specifications. The Design Engineer will then determine the cause of the non-conformance and
recommend appropriate changes in procedures or specification. When this type of evaluation is
made, the results will be documented; and any revisions to procedures or Specifications will be
approved by the Owner and Design Engineer.
8.3 PHOTOGRAPHIC REPORTING DATA
Photographic reporting data sheets, where used, will be cross-referenced with observation logs
and testing data sheets and/or construction problem and solution data sheets. Photographs shall
be taken at regular intervals during the construction process and in all areas deemed critical.
These photographs will serve as a pictorial record of work progress, problems, and mitigation
activities. The basic file will contain color prints, and negatives will also be stored in a separate
file in chronological order. These records will be presented to the Design Engineer upon
completion of the project.
In lieu of photographic documentation, videotaping may be used to record work progress,
problems, and mitigation activities. The Design Engineer may require that a portion of the
documentation be recorded by photographic means in conjunction with videotaping.
8.4 DESIGN AND/OR SPECIFICATION CHANGES
Design and/or specification changes may be required during construction. In such cases, the
CQA Engineer will notify the Design Engineer. The Design Engineer will then notify the appro-
priate agency, if necessary.
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Design and/or specification changes will be made only with the written agreement of the Design
Engineer and will take the form of an addendum to the Specifications. All design changes shall
include a detail (if necessary) and state which detail it replaces in the plans.
8.5 PROGRESS REPORTS
The CQA Engineer will prepare a summary progress report each week or at time intervals
established at the pre -construction meeting. As a minimum, this report will include the
following information:
oo A unique identifying sheet number for cross-referencing and document control;
oo The date, project name, location, and other information;
oo A summary of work activities during progress reporting period;
0o A summary of construction situations, deficiencies, and/or defects occurring during the
progress reporting period;
oc A summary of test results, failures, and retests; and
0o A signature of the CQA Engineer.
8.6 SIGNATURE AND FINAL REPORT
At the completion of each major construction activity, all required forms, observation logs, field
and laboratory testing data sheets including sample location plans, construction problems, and
solution data sheets will be certified by the CQA Engineer. The Design Engineer will also
provide a final report that will certify that the work has been performed in compliance with the
Plans and Specifications, and that the supporting documents provide the necessary information.
The CQA Engineer will also provide summaries of all the data listed above with the report. The
Record Drawings will include scale drawings depicting the location of the construction and
details pertaining to the extent of construction (e.g., depths, plan dimensions, elevations, soil
component thicknesses, etc.). All surveying and base maps required for development of the
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Record Drawings will be done in accordance with the project specifications and this CQA Plan.
These documents will be certified by the Contractor and delivered to the CQA Engineer and
included as part of the CQA documentation.
8.7 STORAGE OF RECORDS
All handwritten data sheet originals, especially those containing signatures, should be stored by
the CQA Engineer in a safe repository on site. Other reports may be stored by any standard
method that will allow for easy access.
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ANSON LANDFILL PHASES 4 & 5 EXPANSION PERMIT APPLICATION
SPECIFICATIONS
Prepared For:
CHAMBERS DEVELOPMENT OF NORTH CAROLINA, INC.,
A WHOLLY OWNED SUBSIDIARY OF WASTE CONNECTIONS, INC.
Prepared By:
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
CHARLOTTE, NORTH CAROLINA
CEC Project 165-276
NOVEMBER 2018
REVISED FEBRUARY 2023
Civil & Environmental Consultants, Inc.
+ 3701 Arco Corporate Drive. Suite 400 1 Charlotte. NC 28273 1 p: 980-237-0373 f: 980-237-0372 1 www.cecinc.com

ANSON LANDFILL PHASES 4 & 5 EXPANSION PERMIT APPLICATION
Section
Number
PROJECT SPECIFICATIONS
TABLE OF CONTENTS
Section Title
Pages
02074
GEOCOMPOSITES
12
02076
POLYETHYLENE GEOMEMBRANE LINER
15
02110
CLEARING AND GRUBBING
3
02220
EARTHWORK
12
02221
STRUCTURAL FILL
5
02230
PROTECTIVE COVER
7
02235
COMPACTED SOIL LINER
14
02280
EROSION AND SEDIMENT CONTROL
5
02310
TRENCHING
8
02485
SEEDING AND MULCHING
5
02710
HDPE PIPING AND VAULTS
4
02780
GEOSYNTHETIC CLAY LINER (GCL)
11
02900
GEOTEXTILE FABRIC
3
15100
VALVES
3
15452
SUBMERSIBLE LEACHATE PUMPS AND CONTROLS
7
165-276 Anson County Landfill November 2018
Phases 4 8 5

SECTION 02074
GEOCOMPOSITES
TABLE OF CONTENTS
ARTICLE
TITLE
PAGE
1.01
SECTION INCLUDES
1
1.02
REFERENCES
1
1.03
DEFINITIONS
2
1.04
QUALIFICATIONS
2
1.05
MATERIAL LABELING, DELIVERY, STORAGE AND
HANDLING
3
1.06
WARRANTY
4
2.01
GEOCOMPOSITE PROPERTIES
4
2.02
MANUFACTURING QUALITY CONTROL
9
3.01
FAMILIARIZATION
9
3.02
MATERIAL PLACEMENT
10
3.03
SEAMS AND OVERLAPS
10
3.04
REPAIR
10
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Phases 4 Et 5
02074 1

SECTION 02074
GEOCOMPOSITES
PART 1 — GENERAL
1.01 SECTION INCLUDES
A. Specifications and guidelines for manufacturing and installing geocomposite.
1.02 REFERENCES
B. American Society for Testing and Materials (ASTM)
1. D 1505-98 Standard Test Method for Density of Plastics by the Density -Gradient
Technique
2. D 1603-94 Standard Test Method for Carbon Black in Olefin Plastics
3. D1621-94 Standard Test Method for Compressive Properties of Rigid Cellular
Plastics
4. D3776-96 Standard Test Methods for Mass Per Unit Area (Weight) Fabric.
5. D4218-96 Standard Test Method for the Determination of Carbon Black Content in
Polyethylene Compounds by the Muffle -Furnace Technique
6. D4533-91 (1996) Standard Test Method for Trapezoid Tearing Strength of
Geotextiles
7. D4595-86 (1994) Standard Test Method for Tensile Properties of Geotextiles by the
Wide Width Strip Method
8. D4632-91 (1997) Standard Test Method for Grab Breaking Load and Elongation of
Geotextiles
9. D4716-00 Standard Test Method for Determining the (In -Plane) Flow Rate Per Unit
Width and Hydraulic Transmissivity of a Geosynthetic Using a Constant Head
10. D4751-99 Standard Test Method for Determining Apparent Opening Size of a
Geotextile
11. D4833-88 (1996) Standard Test Method for Index Puncture Resistance of
Geotextiles, Geomembranes and Related Products
12. D5035-95 Standard Test Method for Breaking Force and Elongation of Textile
Fabrics (Strip Method)
13. D5199-99 Standard Test Method for Measuring Nominal Thickness of Geotextiles
and Geomembranes.
14. F904-98 Standard Test Method for Comparison of Bond Strength or Ply Adhesion
of Similar Laminates Made From Flexible Materials.
C. Geosynthetic Research Institute (GRI)
1. GRI GC-7 Determination of Adhesion and Bond Strength of Geocomposites.
D. Relevant publications from the Environmental Protection Agency (EPA):
1. Daniel, D.E. and R.M. Koerner, (1993), Technical Guidance Document: Quality
Assurance and Quality Control for Waste Containment Facilities, EPA/600/R-
93/182
165-276 Anson County Landfill November 2018
Phases 4 Et 5
02074 1

1.03 DEFINITIONS
A. Construction Quality Assurance Consultant (CONSULTANT)- Party, independent
from MANUFACTURER and INSTALLER that is responsible for observing and
documenting activities related to quality assurance during the lining system construction.
B. ENGINEER- The individual or firm responsible for the design and preparation of
the project's Contract Drawings and Specifications.
C. Geocomposite Manufacturer (MANUFACTURER)- The party responsible for
manufacturing the geocomposite rolls.
D. Geosynthetic Quality Assurance Laboratory (TESTING LABORATORY)- Party,
independent from the MANUFACTURER and INSTALLER, responsible for conducting
laboratory tests on samples of geosynthetics obtained at the site or during manufacturing,
usually under the direction of the OWNER.
E. INSTALLER- Party responsible for field handling, transporting, storing and
deploying the geocomposite.
F. Lot- A quantity of resin (usually the capacity of one rail car) used to manufacture
polyethylene geocomposite rolls. The finished rolls will be identified by a roll number
traceable to the resin lot.
1.04 QUALIFICATIONS
A. MANUFACTURER
1. Acceptable manufacturers of Geocomposite include:
GSE.
Tensar Earth Technologies.
Tenax Corporation.
FSI.
Or approved equal.
2. MANUFACTURER shall have manufactured a minimum of 10,000,000 square feet
of polyethylene geocomposite material during the last year.
B. INSTALLER
1. Installation shall be performed by one of the following installation companies (or
approved equal):
GSE Lining Technology, Inc.
Plastic Fusion Fabricators, Inc.
Environmental Specialties International, Inc.
FSI.
Engineer approved Dealer/Installer.
2. INSTALLER shall have installed a minimum of 2,500,000 square feet of
geocomposite in the last 2 years.
3. INSTALLER shall have worked in a similar capacity on at least 10 projects similar
in complexity to the project described in the contract documents, and with at least
435,000 square feet of geocomposite installation on each project.
4. The Installation Supervisor shall have worked in a similar capacity on projects
similar in size and complexity to the project described in the Drawings.
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1.05 MATERIAL LABELING, DELIVERY, STORAGE AND HANDLING
A. Labeling- Each roll of geocomposite delivered to the site shall be wrapped and
labeled by the MANUFACTURER. The label will identify:
1. Manufacturer's name.
2. Product identification.
3. Length.
4. Width.
5. Roll number.
B. Delivery- Rolls of geonet will be prepared to ship by appropriate means to prevent
damage to the material and to facilitate off-loading.
C. Storage- The on -site storage location for the geocomposite, provided by the
CONTRACTOR to protect the geonet from abrasions, excessive dirt and moisture shall
have the following characteristics:
1. Level (no wooden pallets).
2. Smooth.
3. Dry.
4. Protected from theft and vandalism.
5. Adjacent to the area being lined.
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D. Handling:
1. The CONTRACTOR and INSTALLER shall handle all geocomposite in such a
manner as to ensure it is not damaged in any way.
2. The INSTALLER shall take any necessary precautions to prevent damage to
underlying layers during placement of the geocomposite.
1.06 WARRANTY
A. Material shall be warranted, on a pro-rata basis against defects for a period of 1-year
from the date of the geocomposite installation. Written warranty shall be provided within
one month of delivery of material to the job site.
B. Installation shall be warranted against defects in workmanship for a period of 1-year
from the date of geocomposite completion. Written warranty shall be provided within one
month of installation of the material.
PART 2 — PRODUCTS
2.01 GEOCOMPOSITE PROPERTIES
A. Geocomposite Bottom Liner Drainage Layer:
1. A geocomposite shall be comprised of a geonet structure with thermally bonded
polypropylene non -woven geotextile on both sides.
2. The geocomposite specified shall have properties that meet or exceed the values
listed in Table 1 unless otherwise approved by the Engineer. Properties shown are
from GSE F52080080S product.
Table 1
Standard Property Drainage Sheet
Bi-Planar Geocomposite
Tested Property
Transmissivity(a), m2/sec
Test Method.g-
ASTM D4716-00
5 x 10-4
Ply Adhesion, lb/in (N/m)
ASTM F904 or
GRI GC-7
1.0(174)
Roll Width, ft (m)
14.5 (4.42)
Roll Length, ft (m)
200 (61)
Net Component (b)
Thickness, mil (mm)
ASTM D 5199
250 (6.3)
Density, g/cm3
ASTM D 1505
0.94
Tensile Strength (MD), lb/in
(N/mm)
ASTM D 5035
55(9.6)
Carbon Black Content, %
ASTM D 1603
2.0
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Table 1
Standard Property Drainage Sheet
Bi-Planar Geocomposite
Tested Property Test Method Minimum Average
Geotextile Component (b)
Mass Per Unit Area, oz/yd2
ASTM D 5261
8 (270)
(g/m2)
AOS, US Sieve (mm)
ASTM D 4751
80 (0.180)
Flow Rate, gpm/ft2 (lpm/m2)
ASTM D 4491
110 (4480)
UV Resistance, % retained
ASTM D 4355
70
(after 500 hours)
(a) Gradient of 0.10, normal load of 10,000 psf, water at 20 C (70 F)
between two steel plates.
(b) Component properties prior to lamination.
(c) These are MARV values and are based on the cumulative results of
specimens tested and as determined by Serrot International, Inc.
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B. Geocomposite Gas Transmission Layer:
1. Same as A in Geocomposite Bottom Liner Drainage Layer.
2. The geocomposite specified shall have properties that meet or exceed the values
listed in Table 2 unless otherwise approved by the Engineer. Properties shown are
from GSE F72080080S product.
Table 2
Standard Property Drainage Sheet
Bi-Planar Geocomposite
Tested Property Test Method Minimum
Average
Transmissivity(a), m2/sec ASTM D4716-00
5 x 10-4
Ply Adhesion, Win (N/m) ASTM F904 or
1.0(174)
GRI GC-7
Roll Width, ft (m)
14.5 (4.42)
Roll Length, ft (m)
200 (61)
Net Component (b)
Thickness, mil (mm)
ASTM D 5199
250 (6.3)
Density, g/cm3
ASTM D 1505
0.94
Tensile Strength (MD), Win
ASTM D 5035
55(9.6)
(N/mm)
Carbon Black Content, %
ASTM D 1603
2.0
Geotextile Component N
Mass Per Unit Area, oz/yd2
ASTM D 5261
8 (270)
(g/m2)
AOS, US Sieve (mm)
ASTM D 4751
80 (0.180)
Flow Rate, gpm/ft2 (lpm/m2)
ASTM D 4491
110 (4480)
UV Resistance, % retained
ASTM D 4355
70
(after 500 hours)
(a) Gradient of 0.33, normal load of 4,000 psf. Testing conditions are: steel
plate/uniform drainage layer/geocomposite/ 60 mil HDPE geomembrane/
steel plate, with flat side of the geocomposite facing the soil. The seating
period is 100 hours.
(b)Component properties prior to lamination.
(c) These are MARV values that are based on the cumulative results of
specimens tested and as determined by Tenax.
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C. Geocomposite Closure Cap Drainage Layer:
1. Same as A in Geocomposite Bottom Liner Drainage Layer.
2. The geocomposite specified shall have properties that meet or exceed the values
listed in Table 3 unless otherwise approved by the Engineer. Properties shown are
from GSE F52080080S product.
Table 3
Standard Property Drainage Sheet
Bi-Planar Geocomposite
Tested Property Test Method Minimum
Average
Transmissivity(a), m2/sec ASTM D4716-00
8.0 x 10-4(a)
Ply Adhesion, Win ASTM D413 or
1.0
GRI GC-7
Roll Width, ft (m)
14.5 (4.4)
Roll Length, ft (m)
180 (54.0)
Net Component (b)
Thickness, mil (mm)
ASTM D 5199
275 (7)
Density, g/cm3
ASTM D 1505
0.94
Tensile Strength (MD), Win
ASTM D 5035
65 (11.5)
(N/mm)
Carbon Black Content, %
ASTM D 1603
2.0
Geotextile Component (b)
Mass Per Unit Area, oz/yd2
ASTM D 5261
8
(g/m2)
AOS, US Sieve, mm
ASTM D 4751
80 (0.180)
(Ppm/m2)
Flow Rate, gpm/ft2
ASTM D 4491
110 (4480)
(P/min/m2)
(a) Gradient of 0.33, normal load of 4,000 psf. Testing conditions are: steel
plate/uniform drainage layer/geocomposite/ 60 mil HDPE geomembrane/
steel plate, with flat side of the geocomposite facing the soil. The seating
period is 100 hours.
(b) Component properties prior to lamination.
(c) These are MARV values that are based on the cumulative results of
specimens tested and as determined by Tenax.
D. Resin
1. Resin shall be new first quality, compounded polyethylene resin.
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2. Natural resin (without carbon black) shall meet the following additional minimum
requirements:
Table 02621-3
Density (g/cm3) ASTM D 1505 >0.94
Melt Flow Index (g/10 min) ASTM D 1238 < 1.0
' Some test procedures may require modification for application to
geosynthetics.
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02074 8

2.02 MANUFACTURING QUALITY CONTROL
A. The geocomposite shall be manufactured in accordance with the Manufacturer's
Quality Control Plan submitted to and approved by the ENGINEER.
B. The geocomposite shall be tested according to the test methods and frequencies
listed below:
Table 02621-4
Manufacturing Quality Control Test Frequencies
Characteristics
Test Method
Units
Frequency
Resin
Polymer Density
ASTM D 1505
g/cm3
Once Per Lot
Melt Flow Index
ASTM D 1238
g/10 min
Once Per Lot
Geonet Test
Thickness
ASTM D 5199
mil
50,000 ft2
Carbon Black
ASTM D 4218
%
50,000 ft2
Tensile Strength,
ASTM D 4595
lbs/ ft
50,000 ft2
MD
Transmissivity
ASTM D 4716-00
m2/sec
200,000 ft2
Geotextile Tests
Mass per Unit
ASTM D 5261
oz/yd2
Every 100,000 ft2
Area
Grab Tensile
ASTM D 4632
lbs.
Every 100,000 ft2
Puncture
ASTM D 4833
lbs.
Every 100,000 ft2
AOS, US Sieve
ASTM D 4751
mm
Every 540,000 ft2
Water Flow Rate
ASTM D 4491
gpm/ft2
Every 540,000 ft2
Geocomposite
Tests
Ply Adhesion
GRI GC-7/ F904
lbs/ in.
50,000 ft2
Transmissivit y
(mod)
m2/sec
540,000 ft2
ASTM D 4716-00
PART 3 — EXECUTION
3.01 FAMILIARIZATION
A. Inspection
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1. Prior to implementing any of the work in the Section to be lined, the INSTALLER
shall carefully inspect the installed work of all other Sections and verify that all
work is complete to the point where the installation of this Section may properly
commence without adverse impact.
2. If the INSTALLER has any concerns regarding the installed work of other Sections,
he shall notify the Project ENGINEER.
3.02 MATERIAL PLACEMENT
A. The geocomposite roll should be installed in the direction of the slope and in the
intended direction of flow unless otherwise specified by the ENGINEER.
B. If the project contains long, steep slopes, special care should be taken so that only
full length rolls are used at the top of the slope.
C. In the presence of wind, all geocomposites shall be weighted down with sandbags or
the equivalent. Such sandbags shall be used during placement and remain until replaced
with cover material.
D. If the project includes an anchor trench at the top of the slopes, the geocomposite
shall be properly anchored to resist sliding. Anchor trench compacting equipment shall not
come into direct contact with the geocomposite.
E. In applying fill material, no equipment can drive directly across the geocomposite.
The specified fill material shall be placed and spread utilizing vehicles with a low ground
pressure.
F. The cover soil shall be placed on the geocomposite in a manner that prevents
damage to the geocomposite. Where used, cover soil shall be placed over the geocomposite
immediately following the placement and inspection of the geocomposite.
3.03 SEAMS AND OVERLAPS
A. Each component of the geocomposite will be secured or seamed to the like
component at overlaps.
B. Geonet Components
1. Adjacent edges of the geonet along the length of the geocomposite roll shall be
placed with the edges of each geonet butted against each other.
2. The overlaps shall be joined by tying the geonet structure with plastic cable ties.
These ties shall be spaced every 5 feet along the roll length.
3. Adjoining geocomposite rolls (end to end) across the roll width should be shingled
down in the direction of the slope, with the geonet portion of the top overlapping the
geonet portion of the bottom geocomposite a minimum of 12 inches across the roll
width.
4. The geonet portion should be tied every 6 inches in the anchor trench or as specified
by the ENGINEER.
3.04 REPAIR
A. Prior to covering the deployed geocomposite, each roll shall be inspected for
damage resulting from construction.
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B. Any rips, tears or damaged areas on the deployed geocomposite shall be removed
and patched. The patch shall be secured to the original geonet by tying every 6 inches with
the approved tying devices. If the area to be repaired is more than 50 percent of the width
of the panel, the damaged area shall be cut out and the two portions of the geonet shall be
cut out and the two portions of the geonet shall be joined in accordance with Subsection
3.03.
END OF SECTION
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02074 11

SECTION 02076
POLYETHYLENE GEOMEMBRANE LINER GENERAL
TABLE OF CONTENTS
ARTICLE TITLE PAGE
1.01 SECTION INCLUDES
1.02
REFERENCES
1
1.03
DEFINITIONS
1
1.04
SUBMITTALS POST -AWARD
2
1.05
QUALITY ASSURANCE
3
1.06
QUALIFICATIONS
3
1.07
MATERIAL LABELING, DELIVERY, STORAGE AND
HANDLING
3
1.08
WARRANTY
4
1.09
GEOMEMBRANE
4
1.10
EQUIPMENT
5
1.11
DEPLOYMENT
5
1.12
FIELD SEAMING
7
1.13
FIELD QUALITY ASSURANCE
8
1.14
REPAIR PROCEDURES
9
1.15
MEASUREMENT AND PAYMENT
10
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SECTION 02076
POLYETHYLENE GEOMEMBRANE LINER GENERAL
PART 1 — GENERAL
1.01 SECTION INCLUDES
A. Specifications and guidelines for MANUFACTURING and INSTALLING
geomembrane.
1.02 REFERENCES
A. American Society for Testing and Materials (ASTM)
1. D638 Standard Test Method for Tensile Properties of Plastics
2. D 1004 Test Method for Initial Tear Resistance of Plastic Film and Sheeting
3. D1238 Standard Test Method for Flow Rates of Thermoplastics by Extrusion
Plastometer
4. D1505 Test Method for Density of Plastics by the Density -Gradient Technique
5. D 1603 Test Method for Carbon Black in Olefin Plastics
6. D3895 Standard Test Method for Oxidative -Induction Time of Polyolefins by
Differential Scanning Calorimetry
7. D4833 Standard Test Method for Index Puncture Resistance of Geotextiles,
Geomembranes, and Related Products
8. D5199 Standard Test Method for Measuring Nominal Thickness of Geotextiles
and Geomembranes
9. D5397 Standard Test Method for Evaluation of Stress Crack Resistance of
Polyolefin Geomembranes Using Notched Constant Tensile Load Test
10. D5596 Standard Test Method for Microscopic Evaluation of the Dispersion of
Carbon Black in Polyolefin Geosynthetics
11. D5994 Standard Test Method for Measuring Core Thickness of Textured
Geomembranes
12. D6392 Standard Test Method for Determining the Integrity of Non -reinforced
Geomembrane Seams Produced Using Thermo -Fusion Methods
B. The Geosynthetic Research Institute (GRI).
1.03 DEFINITIONS
A. Lot A quantity if resin (usually the capacity of one rail car) used in the
manufacture of polyethylene geomembrane rolls. The finished roll will be
identified by a roll number traceable to the resin lot used.
B. Construction Quality Assurance Consultant (CONSULTANT) — Party,
independent from MANUFACTURER and INSTALLER that is responsible for
observing and documenting activities related to quality assurance during the lining
system construction.
C. Engineer — The individual or firm responsible for the design and preparation of
the project's Contract Drawings and Specifications.
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D. Geomembrane Manufacturer (MANUFACTURER) The party responsible for
manufacturing the geomembrane rolls.
E. Geosynthetic Quality Assurance Laboratory (TESTING LABORATORY)
Party, independent from the OWNER, MANUFACTURER and INSTALLER,
responsible for conducting laboratory tests on samples of geosynthetics obtained at
the site or during manufacturing, usually under the direction of the OWNER.
F. Installer Party responsible for field handling, transporting, storing, deploying,
seaming and testing of the geomembrane seams.
G. Panel Unit area of a geomembrane that will be seamed in the field that is larger
than 100 square feet.
H. Patch — Unit area of a geomembrane that will be seamed in the field that is less
than 100 square feet.
I. Subgrade Surface Soil layer surface, which immediately underlies the
geosynthetic material(s).
1.04 SUBMITTALS POST -AWARD
A. Furnish the following product data, in writing, to ENGINEER prior to installation
of the geomembrane material:
1. Resin Data shall include the following.
a. Certification stating that the resin meets the specification requirements (see
Section 1.09).
2. Geomembrane Roll
a. Statement certifying no reclaimed polymer is added to the resin (product
run may be recycled).
B. The INSTALLER shall furnish the following information to the ENGINEER and
OWNER prior to installation:
1. Installation layout drawings
a. Must show proposed panel layout including field seams and details.
b. Must be approved prior to installing the geomembrane:
1) Approved drawings will be for concept only and actual panel
placement will be determined by site conditions as approved by the
Engineer.
2. Installer's Geosynthetic Field Installation Quality Assurance Plan
C. The INSTALLER will submit the following to the ENGINEER upon completion
of installation:
1. Certificate stating the geomembrane has been installed in accordance with the
Contract Documents
2. Material and installation warranties
3. As -built drawings showing actual geomembrane placement and seams
including typical anchor trench detail
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1.05 QUALITY ASSURANCE
A. The OWNER will engage and pay for the services of a Geosynthetic Quality
Assurance Consultant and Laboratory to monitor geomembrane installation.
1.06 QUALIFICATIONS
A. MANUFACTURER:
1. Geomembrane shall be manufactured by the following:
a. GSE Lining Technology, Inc.
b. Approved equal.
2. MANUFACTURER shall have manufactured a minimum of 10,000,000
square feet of polyethylene geomembrane during the last year.
B. INSTALLER:
1. Installation shall be performed by one of the following installation companies
(or approved equal):
a. GSE Lining Technology, Inc.
b. GSE Approved Dealer/Installers.
2. INSTALLER shall have installed a minimum of 5,000,000 square feet of PE
geomembrane during the last 2 years.
3. INSTALLER shall have worked in a similar capacity on at least 5 projects
similar in complexity to the project described in the contract documents, and
with at least 100,000 square feet of PE geomembrane installation on each
proj ect.
4. The Installation Supervisor shall have worked in a similar capacity on projects
similar in size and complexity to the project described in the Contract
Documents and shall have supervised the installation of at least 1,000,000
square feet of PE geomembrane in the last 2 years.
5. The INSTALLER shall provide a minimum of one Master Seamer for work on
the project.
a. Must have completed a minimum of 1,000,000 square feet of PE
geomembrane seaming work using the type of seaming apparatus proposed
for the use on this Project. No seamer shall have less than 200,000 square
feet of experience welding PE geomembrane in the last year.
1.07 MATERIAL LABELING, DELIVERY, STORAGE AND HANDLING
Labeling - Each roll of geomembrane delivered to the site shall be labeled by
the MANUFACTURER. The label will identify:
a. manufacturer's name
b. product identification
c. thickness
d. length
e. width
f. roll number
2. Delivery- Rolls of liner will be prepared to ship by appropriate means to
prevent damage to the material and to facilitate off-loading.
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3. Storage- The on -site storage location for geomembrane material, provided by
the CONTRACTOR to protect the geomembrane from punctures, abrasions
and excessive dirt and moisture should have the following characteristics:
a. level (no wooden pallets)
b. smooth
c. dry
d. protected from theft and vandalism
e. adjacent to the area being lined
4. Handling- Materials are to be handled so as to prevent damage.
1.08 WARRANTY
A. Material shall be warranted, on a pro-rata basis against Manufacturer's defects for
a period of 5 years from the date of geomembrane installation. Written warranty
shall be provided within one month of delivery of material to the job site.
B. Installation shall be warranted against defects in workmanship for a period of 1
year from the date of geomembrane completion. Written warranty shall be
provided within one month of installation of the material.
1.09 GEOMEMBRANE
A. Material shall be smooth/textured polyethylene geomembrane as shown on the
drawings.
B. Resin
1. Resin shall be new, first quality, compounded and manufactured specifically
for producing geomembrane.
2. Natural resin (without carbon black) shall meet the following additional
minimum requirements unless otherwise approved by the Engineer:
Property
Test Method
HDPE LLDPE
Density [g/cm3]
ASTM D 1505
0.932 0.915
Melt Flow Index [g/10
ASTM D 1238
1.0 —< 1.0
min.]
(190/2.16)
OIT [minutes]
ASTM D 3895 (1
100 1000)
atm/200°C)
1 OIT for LLDPE resin is performed on a representative finished product for
each lot of resin rather than on the natural (without carbon black) resin.
C. Geomembrane Rolls
1. Do not exceed a combined maximum total of 1 percent by weight of additives
other than carbon black.
2. Geomembrane shall be free of holes, pinholes as verified by on-line electrical
detection, bubbles, blisters, excessive contamination by foreign matter, and
nicks and cuts on roll edges.
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3. Geomembrane material is to be supplied in roll form. Each roll is to be
identified with labels indicating both number, thickness, length, width and
MANUFACTURER.
4. All liner sheets produced at the factory shall be inspected prior to shipment for
compliance with the physical property requirements listed in Section 1.09, B,
and be tested by an acceptable method of inspecting for pinholes. If pinholes
are located, identified and indicated during manufacturing, these pinholes may
be corrected during installation.
D. Textured surfaced geomembrane shall meet the requirements shown in the
following table(s) for the following material(s) unless otherwise approved by the
ENGINEER.
1. Table 1 for black coextruded textured HDPE
2. Table 2 for black coextruded textured LLDPE
E. Extrudate Rod or Bead
1. Extrudate material shall be made from same type resin as the geomembrane.
2. Additives shall be thoroughly dispersed.
3. Materials shall be free of contamination by moisture or foreign matter.
1.10 EQUIPMENT
A. Welding equipment and accessories shall meet the following requirements:
1. Gauges showing temperatures in apparatus (extrusion welder) or wedge
(wedge welder) shall be present.
2. An adequate number of welding apparatus shall be available to avoid delaying
work.
3. Power source capable of providing constant voltage under combined line load
shall be used.
1.11 DEPLOYMENT
A. Assign each panel a simple and logical identifying code. The coding system shall
be subject to approval and shall be determined at the job site.
B. Visually inspect the geomembrane during deployment for imperfections and mark
faulty or suspect areas.
C. Deployment of geomembrane panels shall be performed in a manner that will
comply with the following guidelines:
1. Unroll geomembrane panels using methods that will not damage geomembrane
and will protect underlying surface from damage (i.e., spreader bar, protected
equipment bucket).
2. Place ballast (commonly sandbags) on geomembrane, which will not damage
geomembrane to prevent wind uplift.
3. Personnel walking on geomembrane shall not engage in activities or wear
shoes that could damage the geomembrane. Smoking will not be permitted on
the geomembrane.
4. Do not allow heavy vehicular traffic directly on geomembrane. Rubber -tired
ATV's and trucks are acceptable if wheel contact is less than 6 psi.
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5. Protect geomembrane in areas of heavy traffic by placing protective cover over
the geomembrane.
D. Sufficient material (slack) shall be provided to allow for thermal expansion and
contraction of the material.
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1.12 FIELD SEAMING
A. Seams shall meet the following requirements:
1. To the maximum extent possible, orient seams parallel to line of slope, i.e.,
down and not across slope.
2. Minimize number of field seams in corners, odd -shaped geometric locations
and outside corners.
3. Slope seams (panels) shall extend a minimum of five -feet beyond the grade
break into the flat area.
4. Use a sequential seam numbering system compatible with panel numbering
system that is agreeable to the CONSULTANT and INSTALLER.
5. Align seam overlaps consistent with the requirements of the welding
equipment being used. A 6-inch overlap is commonly suggested.
B. During Welding Operations
1. Provide at least one Master Seamer who shall provide direct supervision over
other welders as necessary.
C. Extrusion Welding
1. Hot-air tack adjacent pieces together using procedures that do not damage
geomembrane.
2. Clean geomembrane surfaces by disc grinder or equivalent.
3. Purge welding apparatus of heat -degraded extrudate before welding.
D. Hot Wedge Welding
1. Welding apparatus shall be a self-propelled device equipped with an electronic
controller which displays applicable temperatures.
2. Clean seam area of dust, mud, moisture, and debris immediately ahead of the
hot wedge welder.
3. Protect against moisture build-up between sheets.
E. Trial Welds
1. Perform trial welds on geomembrane samples to verify welding equipment is
operating properly.
2. Make trial welds under the same surface and environmental conditions as the
production welds, i.e., in contact with subgrade and similar ambient
temperature.
3. Minimum of two trial welds per day, per welding apparatus, one made prior to
the start of work and one completed at mid shift.
4. Cut four, one -inch wide by six-inch long test strips from the trial weld.
5. Quantitatively test specimens for peel adhesion, and then for bonded seam
strength (shear).
6. Trial weld specimens shall pass when the results shown in Table 3 and Table 4
are achieved in both peel and shear test.
a. The break, when peel testing, occurs in the liner material itself, not through
peel separation (FTB).
b. The break is ductile.
7. Repeat the trial weld, in its entirety, when any of the trial weld samples fail in
either peel or shear.
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8. No welding equipment or welder shall be allowed to perform production welds
until equipment and welders have successfully completed trial weld.
F. Seaming shall not proceed when ambient air temperature or adverse weather
conditions jeopardize the integrity of the liner installation as determined by the
Engineer. INSTALLER shall demonstrate that acceptable seaming can be
performed by completing acceptable trial welds.
G. Defects and Repairs
1. Examine all seams and non -seam areas of the geomembrane for defects, holes,
blisters, undispersed raw materials, and any sign of contamination by foreign
matter.
2. Repair and non-destructively test each suspect location in both seam and non -
seam areas. Do not cover geomembrane at locations that have been repaired
until test results with passing values are available.
1.13 FIELD QUALITY ASSURANCE
A. MANUFACTURER and INSTALLER shall participate in and conform to all
terms and requirements of the Owner's quality assurance program.
CONTRACTOR shall be responsible for assuring this participation.
B. Quality assurance requirements are as specified in this Section and in the Field
Installation Quality Assurance Manual if it is included in the contract.
C. Field Testing
1. Non-destructive testing may be carried out as the seaming progresses using one
of the following methods:
a. Vacuum Testing
1) Shall be performed in accordance with ASTM D 5641, Standard
Practice for Geomembrane Seam Evaluation by Vacuum Chamber.
b. Air Pressure Testing
1) Shall be performed in accordance with ASTM D 5820, Standard
Practice for Pressurized Air Channel Evaluation of Dual Seamed
Geomembranes.
a) Other methods approved by the Engineer.
2. Destructive Testing (performed by CONSULTANT with assistance from
INSTALLER)
a. Location and Frequency of Testing
1) Collect destructive test samples at a frequency of one per every 1000
lineal feet of seam length.
2) Test locations will be determined after seaming.
3) If approved by the ENGINEER, use the Method of Attributes as
described by GRI GM-14 (Geosynthetics Institute,
http://www.geosynthetic-institute.org) to minimize test samples taken.
b. Sampling Procedures are performed as follows:
D. INSTALLER shall cut samples at locations designated by the CONSULTANT as
the seaming progresses in order to obtain field laboratory test results before the
geomembrane is covered.
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1) CONSULTANT will number each sample, and the location will be
noted on the installation as -built.
2) Samples shall be twelve (12) inches wide by minimal length with the
seam centered lengthwise.
3) Cut a 2-inch wide strip from each end of the sample for field-testing.
4) Cut the remaining sample into two parts for distribution as follows:
a) One portion for INSTALLER, 12-inches by 12 inches
b) One portion for the Third Party laboratory, 12-inches by 18-inches
c) Additional samples may be archived if required.
5) Destructive testing shall be performed in accordance with ASTM D
6392, Standard Test Method for Determining the Integrity of Non -
Reinforced Geomembrane Seams Produced Using Thermo -Fusion
Methods.
6) INSTALLER shall repair and non-destructively test all holes in the
geomembrane resulting from destructive sampling.
7) Repair and test the continuity of the repair in accordance with these
Specifications.
2. Failed Seam Procedures
a. If the seam fails, INSTALLER shall follow one of two options:
1) Reconstruct the seam between any two passed test locations.
2) Trace the weld to an intermediate location at least 10 feet minimum or
to where the seam ends in both directions from the location of the failed
test.
b. The next seam welded using the same welding device is required to obtain
an additional sample, i.e., if one side of the seam is less than 10 feet long.
c. If sample passes, then the seam shall be reconstructed or capped between
the test sample locations.
d. If any sample fails, the process shall be repeated to establish the zone in
which the seam shall be reconstructed.
1.14 REPAIR PROCEDURES
A. Remove damaged geomembrane and replace with acceptable geomembrane
materials if damage cannot be satisfactorily repaired.
B. Repair any portion of unsatisfactory geomembrane or seam area failing a
destructive or non-destructive test.
C. INSTALLER shall be responsible for repair of defective areas.
D. Agreement upon the appropriate repair method shall be decided between
CONSULTANT and INSTALLER by using one of the following repair methods:
1. Patching - Used to repair large holes, tears, undispersed raw materials, and
contamination by foreign matter.
2. Abrading and Re -welding- Used to repair short section of a seam.
3. Spot Welding- Used to repair pinholes or other minor, localized flaws or where
geomembrane thickness has been reduced.
4. Capping- Used to repair long lengths of failed seams.
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5. Flap Welding- Used to extrusion weld the flap (excess outer portion) of a
fusion weld in lieu of a full cap.
6. Remove the unacceptable seam and replace with new material.
E. The following procedures shall be observed when a repair method is used:
1. All geomembrane surfaces shall be clean and dry at the time of repair.
2. Surfaces of the polyethylene which are to be repaired by extrusion welds shall
be lightly abraded to assure cleanliness.
3. Extend patches or caps at least 6 inches for extrusion welds and 4 inches for
wedge welds beyond the edge of the defect, and around all corners of patch
material.
F. Repair Verification
1. Number and log each patch repair.
2. Non-destructively test each repair using methods specified in this
Specification.
1.15 MEASUREMENT AND PAYMENT
A. Payment for geomembrane installation will be as per contract unit price per square
foot, as measured parallel to liner surface, including designed anchor trench
material and is based upon net lined area.
B. Net lined area is defined to be the true area of all surfaces to be lined plus
designed burial in all anchor trenches, rubsheets, and sacrificial layers.
C. Prices shall include full compensation for furnishing all labor, material, tools,
equipment, and incidentals.
D. Prices also include doing all the work involved in performing geomembrane
installation completely as shown on the drawing, as specified herein, and as
directed by the ENGINEER.
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Table 1
Minimum Values for Coextruded Textured HDPE Geomembranes
Property
Test Method( )
Thickness, mil (min)
ASTM D 5994
Minimum Average
30
40 (1.0)
60 (1.5)
80 (2.0)
100
Lowest Ind. Reading
(0.75)
36
54 (1.4)
72 (1.8)
(2.5)
27
(0.91)
90(2.3)
(0.69)
Density, g/cm3
ASTM D 1505
0.94
0.94
0.94
0.94
0.94
Carbon Black Content(2)ASTM
D 1603,
2.0
2.0
2.0
2.0
2.0
%
modified
Carbon Black Dispersion
ASTM D 5596
Note 4
Note 4
Note 4
Note 4
Note 4
Tensile Properties(2):
ASTM D 638
(each direction)
Type IV, 2 ipm
Strength at Yield, Win
63 (11)
84 (15)
130 (23)
173 (30)
216
(kN/m)
(38)
Strength at Break, Win
45 (8)
60 (11)
90 (16)
120 (21)
150
(kN/m)
(27)
Elongation at Yield, %
(1.3" gauge
13
13
13
13
13
length)
Elongation at Break, %
(2.0" gauge
150
150
150
150
150
length)
Tear Resistance, lb (N)
ASTM D 1004
21 (93)
28 (124)
40 (187)
56 (249)
70
(311)
Puncture Resistance, lb
ASTM D 4833
54
72 (320)
108
144
180
(N)
(240)
(480)
(641)
(801)
Notched Constant
ASTM D 5397,
400
400
400
400
400
Tensile Load (3), hours
appendix
Oxidative Induction
ASTM D 3895
100
100
100
100
100
Time, min.
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Table 1
Minimum Values for Coextruded Textured HDPE Geomembranes
Property Test Method0)
'Some test procedures have been modified for application to geosynthetics.
2The combination of stress concentrations due to coextrusion texture geometry and the small
specimen size results in large variations of test results. Therefore, these tensile properties are
minimum average roll values.
3 NCTL on coextruded textured product is conducted on representative smooth membrane
samples.
4 Only near spherical agglomerates are considered. 9 of 10 views shall be Category 1 or 2. No
more than one view Category 3
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Table 2
Minimum Values for Coextruded Textured LLDPE Geomembranes
Property
Test Method( )
Thickness, mil (min)
Minimum Average
ASTM D 5994
40 (1.0)
60 (1.5)
Lowest Individual
36 (0.91)
54 (1.4)
Reading
Density, g/cm3
ASTM D 1505
0.92
0.92
Carbon Black Content, %
ASTM D 1603, modified
2.0
2.0
Carbon Black Dispersion
ASTM D 5596
Note 3
Note 3
Tensile Properties (3)
ASTM D 638
(each direction)
Type IV, 2 ipm
Strength at Break, lb/in
100 (18)
132 (23)
(kN/m)
Elongation at Break, %
(2.0" gauge length)
500
500
Tear Resistance, lb (N)
ASTM D 1004
22 (100)
33 (150)
Puncture Resistance, lb (N)
ASTM D 4833
48 (214)
73 (325)
Oxidative Induction Time,
ASTM D 3895
100
100
min.
1 Some test procedures are modified for application to geosynthetics.
2 The combination of stress concentrations due to coextrusion texture geometry and the small
specimen size results in large variations of test results. Therefore, these tensile properties are
average roll values.
3 Only near spherical agglomerates are considered. 9 of 10 views shall be Category 1 or 2. No
more than one view Category 3.
Table 3
Minimum Weld Values for Coextruded Textured HDPE Geomembranes
Property
Test
30
40 (1.0)
60 (1.5)
80 (2.0)
100
Method
(0.75)
(2.5)
Peel Strength (fusion), ppi (kN/m)
ASTM D
49 (8.6)
65 (12)
98 (17)
130
162
6392
(23)
(29)
Peel Strength (extrusion), ppi (kN/m)
ASTM D
39 (6.9)
52 (9)
78 (14)
104
130
6392
(18)
(23)
Shear Strength (fusion & ext.), ppi
ASTM D
61 (11)
81 (14)
121
162
203
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6392 1 1 (21) 1 (29) 1 (36)
Table 4
Minimum Weld Values for Coextruded Textured LLDPE Geomembranes
Property
Test Method
40(1.0)
60 (1.5)
Peel Strength (fusion & ext.), ppi
ASTM D 6392
40(7.0)
60 (11)
(kN/m)
Shear Strength (fusion & ext.), ppi
ASTM D 6392
48(8.4)
72 (13)
(kN/m)
END OF SECTION
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SECTION 02110
CLEARING AND GRUBBING
PART 1 - GENERAL
1.01 DESCRIPTION
A. Scope: CONTRACTOR shall furnish all labor, materials, equipment and
incidentals required to perform all clearing and grubbing as shown and
specified.
B. Related Work Specified Elsewhere:
1. Section 02220, Earthwork.
2. Section 02221, Structural Fill.
1.02 QUALITY ASSURANCE
A. Codes and Standards: State and local laws and code requirements shall
govern the hauling and disposal of trees, shrubs, stumps, roots, rubbish,
debris and other matter.
4.03 JOB CONDITIONS
A. Protection:
1. Streets, roads, adjacent property and other works and structures shall
be protected throughout the entire project. CONTRACTOR shall
return to original condition, satisfactory to the ENGINEER, damaged
facilities caused by the CONTRACTOR'S operations.
2. Trees, shrubs and grassed areas which are to remain shall be protected
by fences, barricades, wrapping or other methods as shown, specified
or approved by the ENGINEER. Equipment, stockpiles, etc. shall not
be permitted within tree branch spread. Trees shall not be removed
without approval of the ENGINEER unless shown or specified.
B. Salvable Improvements:
1. Unless specified elsewhere carefully remove items to be salvaged and
store on premises in approved location, all in accordance with
recommendations of specialists recognized in the Work involved.
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02110-1

4.04 GUARANTEE
A. CONTRACTOR shall guarantee that Work performed under this Section will
not permanently damage trees, shrubs, turf or plants designated to remain, or
other adjacent work or facilities. If damage resulting from CONTRACTOR'S
operations appears during the period up to 18 months after completion of the
project, he shall replace damaged items at no expense to OWNER.
PART 2 — PRODUCTS (NOT USED)
PART 3 - EXECUTION
3.01 CLEARING AND GRUBBING
A. Limits of clearing shall be all areas within the Contract limit lines except as
otherwise shown. Damage outside these limits caused by the
CONTRACTOR'S operations shall be corrected at the CONTRACTOR'S
expense.
B. Except as noted below, CONTRACTOR shall remove from the site and
satisfactorily dispose of all trees, shrubs, stumps, roots, brush, masonry,
rubbish, scrap, debris, pavement, curbs, fences and miscellaneous other
structures not covered under other Sections as shown, specified or otherwise
required to permit construction of the new Work.
C. Trees, stumps and other cleared and grubbed material may be disposed on
site, where shown or approved by the ENGINEER. No cleared or grubbed
material may be used in backfills or structural embankments.
D. Burning on site shall not be permitted.
E. All burning, on or off the site, shall be in complete accordance with rules and
regulations of local authorities having jurisdiction.
F. Trees and shrubs shall be trimmed when doing so will avoid removal or
damage. Trimmed or damaged trees shall be treated and repaired by persons
with experience in this specialty who are approved by ENGINEER. Trees
and shrubs intended to remain which are damaged beyond repair or removed,
shall be replaced by the CONTRACTOR.
G. Control air pollution caused by dust and dirt, and comply with governing
regulations.
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3.02 TOPSOIL REMOVAL
A. Topsoil is defined as friable clay loam surface soil found in a depth of not
less than 4 inches. Topsoil shall be substantially free of subsoil, clay lumps,
stones, and other objects over 2 inches in diameter, and without weeds, roots,
and other objectionable material.
B. Strip topsoil which is satisfactory to whatever depths are encountered, and in
such manner as to prevent intermingling with the underlying subsoil or other
objectionable material. Remove heavy growths of grass from areas before
stripping.
Where trees are shown or directed to be left standing, stop topsoil
stripping a sufficient distance from such trees to prevent damage to
the main root system.
C. Stockpile topsoil in storage piles in areas shown, or where otherwise
approved by ENGINEER. Construct storage piles to freely drain surface
water. Cover storage piles if required to prevent windblown dust. Topsoil in
excess of quantity required shall remain property of OWNER.
END OF SECTION
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02110-3

SECTION 02220
EARTHWORK
PART 1 - GENERAL
1.01 DESCRIPTION
A. Scope:
1. CONTRACTOR shall provide all labor, materials, equipment and
incidentals required to perform all excavating, stockpiling,
backfilling, filling and grading of earth materials as required for
construction of the proposed leachate storage tank and piping and
associated features required to complete the Work in every respect.
2. The Work of this Section shall include, but not necessarily be limited
to: excavating, hauling, stockpiling, backfilling, compacting,
surveying, trenching and grading of soils. The Work of this Section
may pertain in whole or in part to construction of the following:
subgrade, structural fill, access roads, trenching for pipe installation
and construction of surface water control structures. The Work of
this Section also includes dewatering and protection of the Work.
3. All temporary means needed to prevent discharge of sediment to
water courses from dewatering systems or erosion are included.
4. No classification of excavated materials will be made. Excavation
includes all materials regardless of type, character, composition,
moisture, or condition thereof.
5. The contractor shall conform to the dimensions, lines, and grades
specified on the Drawings.
B. Related Sections:
1. Section 02221, Structural Fill
1.02 QUALITY ASSURANCE
A. Pre -Construction Testing:
1. CONTRACTOR shall give full cooperation to the Project
Representative so that the required soil tests can be collected in an
efficient and timely manner.
B. Field Conformance Testing:
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1. In -place Field Testing: the Project Representative will conduct tests
to determine acceptability of the installed material. CONTRACTOR
shall give full cooperation to the Project Representative so that the
required soil tests can be collected in an efficient and timely manner.
2. Where noted in Part 2, the CONTRACTOR shall engage the services
of a qualified laboratory to make tests and determine acceptability of
the fill or material. Laboratory shall be acceptable to Project
Representative.
C. Permits and Regulations:
1. Obtain all necessary permits for work in roads, rights -of -way,
railroads, etc. Also obtain permits as required by local, state and
federal agencies for discharging water from excavations.
2. Perform excavation work in compliance with applicable requirements
of governing authorities having jurisdiction.
D. Reference Standards: Comply with applicable provisions and
recommendations of the following except as otherwise shown or specified.
1. ASTM A 36, Specification for Structural Steel.
2. ASTM A 328, Specification for Steel Sheet Piling.
3. ASTM D 422, Method for Particle -Size Analysis of Soils.
4. ASTM D 698 (AASHTO T99), Test Methods for Moisture -Density Relations of
Soils and Soil Aggregate Mixtures, Using 5.5 pound (2.5 kg) Rammer and 12-inch
(304.8 mm Drop).
5. ASTM D 1556, Test Method for Density and Unit Weight of Soil in Place by the
Sand -Cone Method.
6. ASTM D 1557, Test Method for Laboratory Compaction Characteristics of Soil
Using Modified Effort (56,000 ft 16/cu ft) (2,700 KN-m/cum).
7. ASTM D 6938, Standard Test Method for In -Place Density and Water Content of
Soil and Soil -Aggregate by Nuclear Methods (Shallow Depth).
8. AISC Specifications for the Design, Fabrication, and Erection of Structural Steel for
Buildings.
9. OSHA Standard, Title 29, Code of Federal Regulations, Part 1926, Section .650
(Subpart P - Excavations).
10. ASTM D 4220, Standard Practices for Preserving and Transporting Soil Samples
11. ASTM D 4318, Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity
Index of Soils.
12. ASTM D 2487, Standard Classification of Soils (Unified Soil Classification System).
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02220-2

4.03 SUBMITTALS
A. Proposed compaction methods and equipment.
B. Certification that all fill materials brought to the site have been obtained from
a clean source.
C. Submit proposed supplier's source of fill materials for approval by Project
Representative.
D. Submit supplier certifications that fill materials obtained from off -site sources
meet the specified requirements.
1.04 JOB CONDITIONS
A. Subsurface Information:
1. Additional test borings and other exploratory operations may be made
by CONTRACTOR at no cost to OWNER.
B. Existing Structures: The Drawings show certain surface and underground
structures adjacent to the Work. This information has been obtained from
existing records. It is not guaranteed to be correct or complete and is shown
for the convenience of CONTRACTOR. CONTRACTOR shall explore
ahead of the required excavation to determine the exact location of all
structures. They shall be supported and protected from damage by
CONTRACTOR. If they are broken or damaged, they shall be restored
immediately by CONTRACTOR at his expense.
C. Existing Utilities: Locate existing underground utilities in the areas of Work.
If utilities are to remain in place, provide adequate means of protection during
all operations.
1. Should uncharted or incorrectly charted piping or other utilities be
encountered during excavation, consult piping or utility owner and
ENGINEER immediately for directions as to procedure. Cooperate
with OWNER and utility owner in keeping services and facilities in
operation. Repair damaged utilities to satisfaction of utility owner.
2. Do not interrupt existing utilities serving facilities occupied and used
by OWNER or others, except when permitted in writing by
ENGINEER and then only after acceptable temporary utility services
have been provided.
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02220-3

D. Use of Explosives:
The use of explosives will not be permitted.
E. Protection of Persons and Property: Barricade open excavations occurring as
part of the Work and post with warning lights. Operate warning lights during
hours from dusk to dawn each day and as otherwise required.
Protect structures, utilities, sidewalks, pavements, and other facilities
from damage caused by settlement, lateral movement, undermining,
washout and other hazards created by earthwork operations.
F. Dust Control: Conduct all operations and maintain areas of activity,
including sweeping and sprinkling of roadways, to minimize creation and
dispersion of dust. Calcium chloride shall not be used at this site.
PART2-PRODUCTS
2.01 MATERIAL SPECIFICATIONS
Refer to specific Sections regarding material specifications.
PART 3 - EXECUTION
3.01 INSPECTION
A. Provide Project Representative and ENGINEER with sufficient notice and
with means to examine the areas and conditions under which excavating,
filling, and grading are to be performed. Project Representative and
ENGINEER will notify CONTRACTOR if conditions are found that may be
detrimental to the proper and timely completion of the Work. Do not proceed
with the Work until unsatisfactory conditions have been corrected in an
acceptable manner.
3.02 EXCAVATION
A. Perform all excavation required to complete the Work as shown, specified
and required. Excavations shall include earth, sand, clay, gravel, hardpan,
boulders not requiring drilling and blasting for removal of decomposed rock,
pavements, rubbish and all other materials within the excavation limits,
exceptrock.
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02220-4

B. Excavations for structures and pipelines shall be open excavations. Provide
excavation protection system(s) required by ordinances, codes, law and
regulations to prevent injury to workmen and to prevent damage to new and
existing structures or pipelines.
C. Pumping of water from excavations shall be done in such a manner to prevent
damage to the existing subgrade.
D. When excavations are made below the required grades, without the written
approval of ENGINEER, they shall be backfilled with compacted structural
fill as directed by ENGINEER, at the expense of CONTRACTOR.
E. Subgrades for roadways shall be firm, dense, and thoroughly compacted and
consolidated; shall be free from mud, muck, and other soft or unsuitable
materials; and shall remain firm and intact under all construction operations.
Subgrades which are otherwise solid, but which become soft or mucky on top
due to construction operations, shall be reinforced with crushed stone or
gravel. The finished elevation of stabilized subgrades shall not be above
subgrade elevations shown.
F. Pipe Trench Preparation:
1. No more trench may be opened in advance of pipe laying than can be
backfilled that day.
2. Trench width shall be minimized to greatest extent practical but shall
conform to the following:
a. Sufficient to provide room for installing, jointing and
inspecting piping, but in no case wider at top of pipe than pipe
barrel OD plus 2 feet.
b. Enlargements at pipe joints may be made if required and
approved by ENGINEER.
C. Sufficient for shoring and bracing, or shielding and
dewatering, if necessary.
d. Sufficient to allow thorough compaction of backfill
supporting pipe.
e. Do not use excavating equipment which requires the trench to
be excavated to excessive width.
3. Depth of trench shall be as shown. If required and approved by
ENGINEER, depths may be revised.
G. Material Storage: Stockpile satisfactory excavated materials in approved
areas, until required for backfill or fill. Place, grade and shape stockpiles for
proper drainage.
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H. Silt fence shall be installed around the perimeter of the stockpiles as shown
on the Construction Drawings.
I. Locate and retain soil materials away from edge of excavations.
J. Where ENGINEER considers the existing material beneath the bedding
material unsuitable, CONTRACTOR shall remove same and replace it with
structural fill.
3.03 UNAUTHORIZED EXCAVATION
A. All excavation outside the lines and grades shown, and which is not approved
by ENGINEER, together with the removal of the associated material shall be
at CONTRACTOR'S expense. Unauthorized excavations shall be filled and
compacted with select backfill by CONTRACTOR at his expense.
3.04 DRAINAGE AND DEWATERING
A. Excavations and Depressions:
1. CONTRACTOR shall be responsible for pumping of water from
excavations and depressions until the completion of construction.
2. Prevent surface and subsurface water from flowing into excavations
and from flooding adjacent areas.
3. Remove water from excavation as fast as it collects.
4. Maintain the ground water level below the bottom of the excavation
to provide a stable surface for construction operations, a stable
subgrade for the permanent work, and to prevent damage to the Work
during all stages of construction.
5. Provide and maintain pumps, sumps, suction and discharge lines and
other dewatering system components necessary to convey water away
from excavations.
6. Obtain ENGINEER'S approval before shutting down dewatering
system for any reason.
B. Disposal of Water Removed by Dewatering System:
1. Dispose of all water removed from the excavation in such a manner
as to comply with the NPDES permit and not to endanger public
health, property, or any portion of the Work under construction or
completed.
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02220-6

2. Leachate, if encountered, shall be pumped to the leachate collection
system. Piping or hoses for conveyance of leachate from trench to
leachate collection system shall remain within the limits of waste
placement or be dual contained.
3. Dispose of water in such a manner as to cause no inconvenience to
OWNER or others involved in work about the site.
4. Convey water from the construction site in a closed conduit. Do not
use trench excavations as temporary drainage ditches.
3.05 STOCKPILING
A. Stockpiles shall be no steeper than 3:1 (horizontal:vertical) graded to drain,
sealed by tracking parallel to the slope with a dozer or other means approved
by the Owner or Engineer, and dressed daily during periods when soil is
taken from the stockpile.
B. Excavated material classified as rejected or accepted shall be segregated and
stockpiled as specified by the Owner or Engineer.
C. Stockpiles that will remain out of active use for a period greater than seven
months or as directed by the Owner or Engineer shall be revegetated in
accordance with Section 2485, "Seeding/Mulching".
3.06 SHEETING, SHORING AND BRACING
A. General:
1. Used material shall be in good condition, not damaged or excessively
pitted. All steel or wood sheeting designated to remain in place shall
be new. New or used sheeting may be used for temporary work.
2. All timber used for breast boards (lagging) shall be new or used,
meeting the requirements for Douglas Fir Dense Construction grade
with a bending strength not less than 1500 psi or Southern Pine No. 2
Dense.
3. All steel work for sheeting, shoring, bracing, cofferdams etc., shall be
designed in accordance with the provisions of the "Specifications for
the Design, Fabrication and Erection of Structural Steel for
Buildings", of the AISC except that field welding will be permitted.
4. Steel sheet piling shall be manufactured from steel conforming to
ASTM A 328. Steel for soldier piles, wales and braces shall be new
or used and shall conform to ASTM A 36.
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02220-7

5. Maintain shoring and bracing in excavations regardless of time period
excavations will be open. Carry down shoring and bracing as
excavation progresses.
6. Unless otherwise shown, specified, or ordered, all materials used for
temporary construction shall be removed when work is completed.
Such removal shall be made in a manner not injurious to the structure
or its appearance or to adjacent Work.
3.07 TRENCH SHIELDS
A. Excavation of earth material below the bottom of a shield shall not exceed the
limits established by ordinances, codes, laws and regulations.
B. When using a shield for pipe installation:
1. Any portion of the shield that extends below the mid -diameter of an
installed rigid pipe (i.e., RCP) shall be raised above this point prior to
moving the shield ahead for the installation of the next length of pipe.
2. The bottom of the shield shall not extend below the mid -diameter of
installed flexible pipe (i.e., HDPE, PVC, etc.) at any time.
C. When using a shield for the installation of structures, the bottom of the shield
shall not extend below the top of the bedding for the structures.
D. When a shield is removed for moved ahead, extreme care shall be taken to
prevent the movement of pipe or structures or the disturbance of the bedding
for pipe or structures. Pipe or structures that are disturbed shall be removed
and reinstalled as specified.
3.08 GENERAL REQUIREMENTS FOR BACKFILL, FILL AND COMPACTION
A. Furnish, place and compact all backfill required for structures, trenches and to
provide the finished grades shown and specified. Unless otherwise specified
fill may be obtained from on -site sources. Additional materials, if required,
shall be furnished from off -site sources at no additional cost to OWNER.
B. Backfill excavations as promptly as Work permits, but not until completion
of the following:
1. Acceptance by ENGINEER of construction below finish grade.
2. Inspection, testing, approval, and recording of locations of
underground utilities.
3. Removal of concrete formwork.
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4. Removal of shoring and bracing.
5. Removal of trash and debris.
6. Permanent or temporary horizontal bracing is in place on horizontally
supported walls.
C. Keep excavations dry during backfilling operations. Bring backfill around
structures and piping up evenly on all sides.
D. Do not allow levels of backfill against concrete walls to differ by more than 2
feet on either side of walls unless walls are adequately braced or all floor
framing is in place up to and including grade level slabs.
E. Place all backfilling in pipe trenches which are below structures, other pipes,
or paved areas, in horizontal layers not exceeding 6 inches in depth and
thoroughly compact each before the next layer is placed. In other pipe
trenches, compacted layers shall be 6 inches up to the pipe center line and 12
inches thereafter.
F. Where pipe is laid in rock excavation, crushed stone or gravel fill shall be
carefully placed and tamped over the rock before the pipe is laid. Depth of
crushed stone or gravel shall be at least 6 inches for pipe 24-in. and smaller
and 9 inches for pipe 30-in. and larger. After laying pipe, the balance of the
backfill shall be placed as described herein.
G. Prior to the installation of pipes which are to be installed in fill sections, place
the fill as described herein, until a minimum height of 2 feet above the pipe is
reached, unless otherwise required in other Sections. The fill for the trench
width shall then be excavated and the pipe installed and backfilled. The
remainder of the fill shall then be placed.
H. Unless otherwise specified or directed by ENGINEER fill shall be placed in
horizontal loose lifts not exceeding 12 inches in thickness and shall be mixed
and spread in a manner assuring uniform lift thickness after placing.
I. Control the water content of fill material during placement within the range
necessary to obtain the compaction specified. In general, the moisture
content of the fill shall be within 3 percent of the optimum moisture content
for compaction as determined by laboratory tests. Perform all necessary work
to adjust the water content of the material to within the range necessary to
permit the compaction specified. Do not place fill material when free water
is standing on the surface of the area where the fill is to be placed. No
compaction of fill will be permitted with free water on any portion of the fill
to be compacted.
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J. Do not place or compact fill in a frozen condition or on top of frozen
material. Remove fill containing organic materials or other unacceptable
material and replace with approved fill material.
K. Perform Compaction of fill with equipment suitable for the type of material
placed and which is capable of providing the densities required.
CONTRACTOR shall select compaction equipment and submit it and his
proposed procedure to ENGINEER for approval.
L. Compact fill shall be compacted by at least two coverages of all portions of
the surface of each lift by compaction equipment. One coverage is defined as
the condition obtained when all portions of the surface of the fill material
have been subjected to the direct contact of the compactor.
M. Test the effectiveness of the equipment selected by CONTRACTOR at the
commencement of compaction by construction of a small section of fill
within the area where fill is to be placed. If tests on this section of fill show
that the specified compaction is not obtained, CONTRACTOR shall increase
the number of coverages, decrease the lift thicknesses or obtain a different
type of compactor. No additional cost to OWNER shall be incurred.
N. Perform backfill around structures using the specified procedures, except that
within 10 feet of foundations and underground structures, light compaction
equipment shall be used, with the gross weight of the equipment not
exceeding 7,000 pounds. Provide equipment that is capable of the required
compaction within restricted areas next to structures and around piping.
O. Fill that supports piping, roadways, parking areas, and walks shall be 95
percent of the maximum dry density determined by the Standard Proctor
Method (ASTM D698).
P. If the specified densities are not obtained because of improper control of
placement or compaction procedures, or because of inadequate or improperly
functioning compaction equipment, the CONTRACTOR shall perform
whatever work is required to provide the required densities. This work shall
include complete removal of unacceptable fill areas, and replacement and
recompaction until acceptable fill is provided.
Q. CONTRACTOR shall repair, at his own expense, any after settlement that
occurs. He shall make all repairs and replacements necessary within 30 days
after notice from ENGINEER or OWNER.
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3.09 GENERAL FILL
A. Unless otherwise directed by ENGINEER fill shall be placed in horizontal
loose lifts not exceeding 8 inches in thickness and shall be mixed and spread
in a manner ensuring uniform lift thickness after placing.
B. The minimum density shall be 95 percent of maximum dry density in
accordance with Standard Proctor ASTM D 698.
3.10 UNCOMPACTED BACKFILL
A. Compaction of trench backfill above top of pipe in locations other than those
specified will not be required except to the extent necessary to prevent future
settlement.
B. Place material above embedments so that no excessive or unbalanced load,
shock or impact occurs on the pipe or results in displacement of the pipe.
3.11 DISPOSAL OF EXCAVATED MATERIALS
A. Refuse removed from the excavations which is in excess of that required for
backfill shall be hauled to the working face and coordinated with the
OWNER.
3.12 DEWATERING AND DRAINAGE
A. At all times during construction, the Contractor shall provide, maintain and
operate proper dewatering equipment and facilities to remove all water
entering excavations and keep such excavations dry to expedite construction.
B. Surfaces that are damaged by water inundation due to inadequate dewatering
procedures shall be dewatered, moisture conditioned, and recompacted. The
damaged soil may be removed to satisfactory bearing material and the area
backfilled with approved material to bring the excavated area back to design
elevations. These remedial measures shall be performed by the Contractor at
no cost to the Owner.
C. Drainage shall be discharged only in an area approved by the Owner or
Owner's Engineer.
3.13 SURVEY CONTROL
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A. The Owner shall provide all as -built surveying for the project and the
Contractor shall provide all layout surveying as discussed in Section 01050.
B. The Owner will provide Record Drawings of the pre- and post -excavation
surfaces in accordance with the requirements of the CQA Plan. Once the
Owner certifying survey is complete and the as -built is found to be at design
grade within tolerances, the Contractor may proceed with construction.
3.14 PROOFROLLING
A. The surface of the subgrade shall be proofrolled with a compactor or other
heavy equipment as approved in the CQA Plan under the observation of the
QA/QC Consultant. Should the subgrade fail to achieve density required, the
Contractor shall remoisturize or recompact the soil as needed under the
observation of the QA/QC Consultant. This procedure shall be repeated as
necessary. After acceptable recompaction, the subgrade shall be proof rolled
under the observation of the QA/QC Consultant.
B. Should efforts to achieve required density be unsuccessful at the discretion of
the QA/QC Consultant, the Contractor shall over excavate the material and
replace with suitable backfill. Undercutting shall not be permitted except at
the direction of the Engineer.
3.15 FINISH GRADING
A. All earthwork shall be shaped to the lines and grades indicated on the
Construction Drawings. All grading shall be blended into the surrounding,
existing terrain.
3.16 FIELD QUALITY CONTROL
A. Quality Control Testing During Construction:
1. OWNER's testing lab will inspect and approve subgrades and fill
layers before further construction work is performed thereon.
2. Tests of subgrades and fill layers shall be taken from the Construction
Quality Assurance Plan.
B. Unsuitable Compaction: If, based on reports of testing lab and inspection,
subgrade or fills which have been placed are below specified density, provide
additional compaction and testing at no additional expense to the OWNER.
END OF SECTION
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02220-12

SECTION 02221
STRUCTURAL FILL
PART 1 - GENERAL
1.01 DESCRIPTION
A. Scope:
1. CONTRACTOR shall provide all labor, materials, equipment and
incidentals as shown, specified and required to place structural fill in
the proposed leachate storage tank and piping. Work includes
compaction of the structural fill to the specified degree and bringing it
to the required lines and grades.
B. Related Sections:
1. Section 02220, Earthwork
4.02 QUALITY ASSURANCE
A. Permits and Regulations:
1. Samples of the proposed structural fill material shall be submitted to
testing laboratory in air -tight containers, 50-lb. sample of each type of
material.
B. Submittals:
1. CONTRACTOR shall obtain all necessary permits for the Work
including permits as required by local, state and federal agencies for
discharging water from excavations into rivers and streams.
2. CONTRACTOR shall perform Work in compliance with applicable
requirements of governing authorities having jurisdiction.
B. Reference Standards: Comply with applicable provisions and
recommendations of the following except as otherwise shown or specified.
1. ASTM D 422, Method for Particle -Size Analysis of Soils.
2. ASTM D 698 (AASHTO T99), Test Methods for Moisture -Density
Relations of Soils and Soil Aggregate Mixtures, Using 5.5 pound (2.5
kg) Rammer and 12-inch (304.8 mm Drop).
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3. ASTM D 1556, Test Method for Density of Soil in Place by the Sand -
Cone Method.
4. ASTM D 1557, Test Methods for Moisture -Density Relations of Soils
and Soil Aggregate Using 10 lb. (4.5 kg) Rammer and 18-inch (457
mm) Drop.
5. ASTM D 2216, Standard Test Method for Laboratory Determination
of Water (Moisture) Content of Soil and Rock by Mass.
6. ASTM D 2850, Standard Test Method for Unconsolidated, Undrained
Compressive Strength of Cohesive Soils in Triaxial Compression.
7. ASTM D 6938, Standard Test Method for In -Place Density and Water
Content of Soil and Soil -Aggregate by Nuclear Methods (Shallow
Depth).
8. ASTM D 4318, Standard Test Methods for Liquid Limit, Plastic
Limit, and Plasticity Index of Soils.
9. OSHA Standard, Title 29, Code of Federal Regulations, Part 1926,
Section .650 (Subpart P — Excavations).
PART 2 - PRODUCTS
2.01 SOIL MATERIALS
A. Structural Fill:
1. Structural fill shall be obtained from borrow areas.
2. Structural fill uses are as follows: engineered subgrade,
berms/embankments, and access roads.
3. Provide approved materials that are free of debris, foreign material,
and deleterious material.
PART 3 - EXECUTION
3.01 PREPARATION OF SURFACES UNDER STRUCTURAL FILL
A. Prior to placing the structural fill on earth surfaces, the vegetation, topsoil and
organic material shall be removed and stockpiled as directed by the OWNER.
Then the earth shall be plowed or harrowed to a depth of at least 8 inches.
Water shall be added, if required. Where structural fill is placed on or against
rock or concrete, the surface shall be cleaned thoroughly and moistened if
necessary to assure a good bond. All holes and depressions shall be filled
with structural fill placed in layers, moistened with water if necessary, and
tamped with mechanical tampers to 95 percent of maximum density as
determined by Standard Proctor. As soon as surfaces have been made
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02221-2

reasonably level the balance of the structural fill shall be constructed as
specified.
3.02 CONSTRUCTION OF STRUCTURAL FILL
A. Materials for construction of compacted structural fill shall be transported in
approved conveying units of such size and having such bearing tread areas
that the completed fill shall not be unduly rutted by their passage. Equipment
shall not be used if it is so heavy as to cause non -uniform consolidation of the
earth fill. All earth fill surfaces which are too smooth to bind properly with
succeeding layers shall be loosened by disking or harrowing or other
approved means before the succeeding layer is placed thereon. The earth fill
material shall be evenly and uniformly spread in layers not exceeding 8
inches thick.
B. All stones greater than 6 inches diameter and all roots and other perishable
materials shall be removed prior to rolling. Smaller stones shall be kept apart
and not permitted to accumulate in groups. A sufficient number of laborers
shall be available when the spreading and rolling is being done to remove all
oversize stones, roots and other unsuitable materials and to separate the
smaller stones. No frozen material shall at any time be used in the
construction of the structural fill and no materials shall be placed which are
frozen or loosened by freezing.
C. All excavation, transportation and placing operations shall be such as will
produce a satisfactory mixture and gradation of materials after they have been
spread and compacted. The spreading equipment shall be light -weight and no
other equipment, except sprinklers or harrows as necessary shall pass over
any layer which is being prepared for rolling before the rolling is completed.
Dumping, spreading, sprinkling and compacting operations shall be carried
out systematically so as not to interfere with each other.
D. Structural fill shall be compacted to 95 percent of Standard Proctor maximum
density at the approximate optimum moisture content. ENGINEER'S specific
requirements as to selection of materials, water content and degree of
compaction will be varied as necessary to obtain an earth fill of the required
dry weight, imperviousness and stability.
3.03 MOISTURE CONTROL
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A. The moisture content of materials in the structural fill shall be controlled to
meet the requirements of this Section. When necessary, moisture shall be
added by use of approved watering equipment. Water shall be added
uniformly and each layer shall be thoroughly disked or harrowed to provide
proper mixing. Any layer found too wet for proper compaction shall be
allowed to dry before it is rolled. Placing or rolling of material on earth fills
will not be permitted during or immediately after rainfall which increase the
moisture content beyond the limit of satisfactory compaction. The earth fill
shall be brought up uniformly and its top shall be kept graded and sloped.
Compacted earth fill that is damaged by washing, shall be replaced by
CONTRACTOR in an acceptable manner.
3.04 ROLLING
A. Approved tamping rollers shall be used for compacting the structural fill
which they can effectively reach. Each drum of a roller shall have an outside
diameter of not less than 5 feet and shall be not less than 4 feet or more than 6
feet in length. The space between two adjacent drums, when on a level
surface, shall be not less than 12 inches or more than 15 inches. Each drum
shall be free to pivot about an axis parallel to the direction of travel. Each
drum shall be equipped with a suitable pressure -relief valve.
B. At least one tamping foot shall be provided for each 100 square inches of
drum surface. The space measured on the surface of the drum, between the
centers of any two adjacent tamping feet, shall be not less than 9 inches. The
length of each tamping foot from the outside surface of the drum shall be
maintained at not less than 9 inches. The cross -sectional area of each
tamping foot shall be not more than 10 square inches at a plane normal to the
axis of the shank, 6 inches from the drum surface, and shall be maintained at
not less than 7 square inches nor more than 10 square inches at a plane
normal to the axis of the shank, 8 inches from the drum surface.
C. The weight of a roller when fully loaded shall be not less than 4,000 pounds
per foot of length of drum. The loading used in the roller drums and
operation of the rollers shall be as required to obtain the required compaction.
If more than one roller is used on any one layer of fill, all rollers so used
shall be of the same type and essentially of the same dimensions and weight.
Tractors used for pulling rollers shall have sufficient power to pull the rollers
satisfactorily when drums are fully loaded with sand and water. During the
operation of rolling, CONTRACTOR shall keep the spaces between the
tamping feet clear of materials which would impair the effectiveness of the
tamping rollers.
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D. The number of trips of the roller required over each layer shall be such as will
give at least 50 percent coverage. Tandem drums may be used to reduce the
number of trips. In order to perform this operation to best advantage, the
moisture content of the top two layers must be right, otherwise the structural
fill will sink and weave under the roller or material trucks, indicating that
moisture content is excessive and compaction inadequate. If such condition
develops to an unsatisfactory extent, operations shall be suspended until the
structural fill solidifies. Adjacent roller trips shall overlap to insure proper
coverage. All parts of the structural fill shall be compacted to the extent
ordered by ENGINEER in accordance with the results and requirements
described and specified hereinabove. In the early part of the Work, various
numbers of roller trips will be tried in order to determine the proper
compaction method. CONTRACTOR shall vary the number of roller trips as
directed and shall cooperate with ENGINEER in obtaining a solid, tight
structural fill. A minimum of two passes of roller trips shall be completed on
the structural fill.
E. Other types of rollers may be used if it can be shown that equal or better
results can be obtained. If CONTRACTOR wishes to make such
substitution, he shall demonstrate the effectiveness of the roller by actual soil
compaction results with laboratory work performed by an approved soil
testing laboratory.
3.05 FINISHING STRUCTURAL FILL
A. The structural fill shall be constructed to the elevations, lines, grades and
cross -sections as shown, specified or otherwise directed by ENGINEER with
such increased heights and widths as deemed necessary by ENGINEER to
allow for later shrinkage and settlement, but in no case will such increase
exceed 3 percent of the dimensions shown. The structural fill shall be
maintained in a completely satisfactory manner and surfaces shall be compact
and accurately graded before riprap, paving or topsoil is placed on them.
3.06 INSPECTION
A. ENGINEER shall examine the areas and conditions under which structural
fill Work is to be performed and notify CONTRACTOR of conditions
detrimental to the proper a timely completion of the Work. Do not proceed
with the Work until unsatisfactory conditions have been corrected in an
acceptable manner.
END OF SECTION
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02221-5

SECTION 02230
PROTECTIVE COVER (OPERATIONAL COVER LAYER)
TABLE OF CONTENTS
ARTICLE
TITLE
PAGE
1.01
DESCRIPTION
1
1.02
RELATED WORK SPECIFIED ELSEWHERE
1
1.03
QUALITY STANDARDS
1
1.04
SUBMITTALS
2
1.05
JOB CONDITIONS
2
1.06
TOLERANCES
3
2.01
MATERIALS
3
3.01
GENERAL
3
3.02
QUALITY CONTROL
4
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02230 Protective Cover.doc

SECTION 02230
PROTECTIVE COVER (OPERATIONAL COVER LAYER)
PART 1 GENERAL
1.01 DESCRIPTION
A. General:
1. Furnish all labor, materials, tools, equipment, and services for installation and
placement of the protective cover (leachate collection layer) and leachate
collection stone around leachate collection piping, as indicated, in accordance
with provisions of Contract Documents. Work shall also include all borrow
area development, excavation, and hauling of selected soil materials to cell area
or stockpile area from approved off -site source.
2. Completely coordinate with work of all other trades.
3. Although such work is not supplementary or miscellaneous items,
appurtenances, and devices incidental to or necessary for a sound, secure,
complete, and compatible installation.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Related Sections include but are not necessarily limited to:
1. Division 0 — Bidding Requirements, Contract Forms, and Conditions of the
Contract.
2. Division 1 — General Requirements
3. Section 02200 Earthwork.
4. Section 02235 — Soil Liner System.
5. Section 02712 — Drainage Composite.
6. Section 02775 — HDPE Geosynthetic Liner System.
7. Section 15067 High Density Polyethylene (HDPE) Pipe and Fittings.
B. Construction Quality Assurance and Construction Quality Control (CQA/CQC)
Plan, Anson County Landfill — Phase 5 Permit To Construct.
1.03 QUALITY STANDARDS
A. Referenced Standards:
American Society for Testing and Materials:
a. C 117 or C 136, Particle Size Analysis.
b. D-698, Test Method for Laboratory Compaction Characteristics of Soil
Using Standard Effort (12,400 ft-LBf/ft3).
c. D-2434, Permeability of Granular Soils.
d. D-2488, Standard Practice for Description and Identification of Soils
(Visual -Manual Procedure).
e. D-4373, Calcium Carbonate Content of Soils.
f. D-5084, Measurement of Hydraulic Conductivity of Saturated Porous
Materials Using a Flexible Wall Permeameter.
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2. North Carolina Department of Transportation, Standard Specifications for
Highway Construction, latest edition.
3. Construction Quality Assurance Plan.
1.04 SUBMITTALS
A. At least four weeks prior to construction of the leachate collection layer, submit a
bulk sample of each material from each source to the CQC Consultant for approval
and the CQA Consultant for acceptance.
B. Submit all required laboratory test data as required by Subparts 2.1 and 3.2 for
materials used in the construction.
C. Submit periodic surveys of the layer during construction for thickness verification.
Frequency of survey submittals to be established between Contractor and CQA
Consultant prior to placement. Follow the CQA Plan for surveying requirements.
1.05 JOB CONDITIONS
A. Take necessary precautions to protect synthetic landfill liner and drainage
geocomposite from damage due to any construction activity. Repair damages to
liner at own expense. Assess no cost to Owner, Engineer, or auxiliary party for
any damages to liner system or pipe resulting from placement of stone or activities
of equipment operating on stone.
B. Protect and maintain bench marks, monuments, or other established points and
reference points, and if disturbed or destroyed, replace items to full satisfaction of
Owner and controlling agency.
C. Protective cover soils may be obtained from on -site (if suitable sources are
available) or from approved off -site sources. The Contractor shall submit source
test data from proposed borrow area(s) for approval by the CQA Engineer prior to
excavation and hauling of materials to the cell for placement.
1. Use of on -site soils for the proposed 10-4 cm/sec protective cover layer shall be
at Contractor's own risk in terms of the availability and quantity of suitable
materials as required per these specifications.
2. The Owner specifically makes no implication or warranty, whether express or
implied, that on -site materials from the existing borrow areas are suitable for
use as 10-4 cm/sec protective cover material soil.
3. Contractor shall be responsible for the permitting and development of off -site
borrows area(s) (if required) for protective cover materials. Development shall
include all permitting, clearing, installation of required temporary sediment and
erosion control measures, access roads, stockpiling of overburdened and top
soil materials, hauling of protective cover materials, and maintenance of
stockpiles, final grading, and site restoration.
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02230 Protective Cover.doc — 2

1.06 TOLERANCES
A. Materials shall be placed to the lines and grades as shown on the Contract
Drawings except that a 2 IN overbuild is allowed. Material placed beyond these
limits shall be removed at Contractor's expense.
PART 2 — PRODUCTS
2.01 MATERIALS
A. Material: The CQC Consultant shall submit source test data to the CQA
Consultant from proposed borrow source(s) prior to excavation and hauling of
materials to Cell area.
1. Protective Cover material shall be classified as either SW, SP, SM, or SC soils
according to the USCS ASTM D2487 and have a remolded permeability of
equal to or greater than 1.9 X 10-4 cm/s.
2. Free of roots, sod or other organic matter, and frozen material. The material
shall be of durable and of noncarbonaceous origin.
3. Materials must meet acceptance criteria presented in 3.02 of this Section.
4. Materials must be natural.
PART 3 — EXECUTION
3.01 GENERAL
A. The protective cover material (leachate collection layer) is placed directly over the
liner system; thus, extreme caution shall be exercised by the Contractor to prevent
damage to these materials.
B. Placement of these materials within the cell shall be conducted only when the
CQA Consultant or his representative is present at the site and informed in
advance of the intent to complete this work.
C. The Contractor shall exercise care in maintaining a true line and grade on all
piping during placement and spreading of the material
D. Materials shall be placed over the drainage geocomposite and geomembrane only
after areas have been released by the Geomembrane Installer and the CQA
Consultant. The materials shall be placed as specified below:
1. All materials shall be placed and spread with low ground pressure equipment (6
psi ground pressure or less) as approved by the Engineer to reduce potential
damage to the geomembrane. The geomembrane surface shall be off limits to
construction traffic. Excessive hard turning of tracked equipment on the
material must be avoided.
2. At least 12 IN of separation between the geomembrane and equipment shall be
maintained.
3. Material shall not be placed over standing water or ice.
4. Material shall not be compacted within the cell limits.
5. Material on slope shall be placed from the bottom to top of the slope.
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02230 Protective Cover.doc — 3

E. The protective cover material (leachate collection layer) shall be spread in a
manner that minimizes development of folds in the geosynthetics (drainage
geocomposite and geomembrane). Any portions of the geosynthetics that develop
crimp shall be repaired by the Contractor at no expense to the Owner.
I. If during spreading, excessive wrinkles develop, the Contractor shall adjust
placement and spreading methods, or cease until the geomembrane cools and
wrinkles decrease in size.
2. Wrinkles that exceed approximately 6 IN in height and cannot be eliminated by
amended placement and spreading methods shall be cut and repaired by the
Geomembrane Installer in a method approved by the CQA Consultant.
3. This layer should be placed/spread prior to placing the leachate collection stone
around the leachate collection piping.
F. Any damage to the underlying soil, drainage geocomposite, geomembrane liner, or
geotextiles or shall be repaired in accordance with the applicable section of these
Specifications at Contractor's expense.
G. Stockpiling of materials within the limits of the cell shall be subject to advanced
approval by the CQA Consultant. Any hauling equipment (dump trucks, etc.)
operating within the cell limits, including access ramps, shall have a minimum of 3
FT of separation between the vehicle wheels and the geomembrane.
H. Any areas where unauthorized or tracked equipment has operated over the leachate
collection system shall be subject to investigation for potential geomembrane
damage. Such investigations may include removal of overlying materials in the
affected areas and visual inspection of the geomembrane. These activities shall be
conducted under direction by the CQA Consultant at Contractor's expense.
Test areas to evaluate potential damage due to equipment operations may be
required by the CQA Consultant to assess equipment to be used by the Contractor.
The test area shall be outside the cell limits, use scrap materials not to be used in
cell construction, and model construction conditions as closely as is practical. Test
area parameters shall be determined by the CQA Consultant and Contractor in
advance of construction of the leachate collection system.
3.02 QUALITY CONTROL
A. The CQC Consultant shall perform testing of the materials.
B. Ensure CQA Consultant has at all times immediate access for the testing of all
related work.
C. Assure by results of CQC testing that materials and installation comply with the
following requirements:
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02230 Protective Cover.doc — 4

Minimum
Components
Required Test
Sample
Frequency/Lo
Acceptance Criteria
cation
Protective
1. Gradation (ASTM
1 per 10,000
Max. Particle 1/4"
Cover (Leachate
D-422)
CY
Less than 25% Fines
Collection
(<#200)
2. Permeability
1 per 10,000
K > 1.9 x 10-4 cm/sec
Layer Material
(ASTM D-5084 or
CY
D-2434)
3. Carbonate Content
1 per source
<15% by weight
(ASTM D-4373)
4. Thickness
8 per acre
>24.00"
Leachate
1. Gradation (ASTM
1 per 10,000
ASTM No. 57 Stones
Collection
D-422)
CY
Stone around
2. Carbonate Content
1 per source
<15% by weight
Piping
(ASTM D-4373)
D. Permeability testing shall be performed for protective cover materials listed above.
END OF SECTION
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SECTION 02235
SOIL LINER SYSTEM
TABLE OF CONTENTS
ARTICLE
TITLE
PAGE
1.1
SUMMARY
1
1.2
QUALITY STANDARDS
1
1.3
SUBMITTALS
1
1.4
JOB CONDITIONS
2
1.5
TOLERANCES
2
2.1
MATERIALS
2
2.2
SOIL LINER MATERIAL ACCEPTANCE
3
2.3
EQUIPMENT
6
3.1
SOIL LINER TEST STRIP
7
3.2
INSTALLATION
9
3.3
FIELD QUALITY CONTROL AND QUALITY ASSURANCE10
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SECTION 02235
SOIL LINER SYSTEM
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Contractor to furnish all labor, materials, tools, equipment, and services for soil
liner components as indicated, in accordance with provisions of Contract
Documents.
2. Completely coordinate with work of all other trades.
3. Although such work is not specifically indicated, furnish and install all
supplementary or miscellaneous items, appurtenances, and devices incidental
to or necessary for a sound, secure, and complete installation.
B. Related Sections include but are not necessarily limited to:
1. Section 02110 Clearing and Grubbing.
2. Section 02200 — Earthwork.
3. Section 02076 HDPE Geomembrane Liner.
4. Construction Quality Assurance (CQA) Plan.
1.2 QUALITY STANDARDS
A. Reference Standards:
1. ASTM — American Society for Testing and Materials:
a. D-422, Particle Size Analysis.
b. D-698, Standard Proctor.
c. D-854, Specific Gravity.
d. D-1140, Fines Content in Soils.
e. D-1556, In -Situ Density Measurement Using the Sand Cone.
f. D-1557, Modified Proctor.
g. D-2166, Unconfined Compressive Strength.
h. D-2216, Moisture Content Using Over -Dry Method.
i. D-2487, Soils Classification.
j. D-2573, Field Vane Shear Test.
k. D-2922, In -Situ Density Using Nuclear Methods.
1. D-3017, In -Situ Moisture Content Using Nuclear Methods.
m. D-4318, Atterberg limits.
n. D-5084, Flexible Wall Permeameter.
2. US EPA United States Environmental Protection Agency:
a. EPA/600/R-93/182 — "Quality Assurance and Quality Control for Waste
Containment Facilities," September 1993.
3. Construction Quality Assurance (CQA) Plan, Anson County Landfill.
1.3 SUBMITTALS
A. Refer to the CQA Plan.
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1.4 JOB CONDITIONS
A. Verify conditions of subgrade prior to commencing work.
1.5 TOLERANCES
A. The soil liner system must exceed the following tolerances:
1. The saturated hydraulic permeability of the soil liner must be equal to or less
than 1.Ox10-' cm/sec as determined by ASTM D-5084, or a saturated hydraulic
permeability equal to or less than 1.Ox10-5 cm/sec accompanied by a
geosynthetic clay liner (GCL).
2. The thickness of the soil liner must be equal to or greater than 24 IN.
3. The work should be constructed to lines, grades, and control points indicated
on the Drawings and shall be controlled and documented with survey methods.
Laser based survey systems are preferred for grading.
4. Finished Grade Tolerance: +0.1 FT from required elevation.
B. The Contractor is responsible for certifying that the Work is constructed to the
specified tolerances and for providing sealed surveys supporting the certification.
PART 2 — PRODUCTS
2.1 MATERIALS
A. Low Permeability Soil — General:
1. Contractor shall provide natural, fine-grained soil or bentonite amended soil
that is capable of being worked to produce a soil layer of thickness shown on
the Drawings that meets the hydraulic conductivity requirements.
2. In accordance with these specifications, the Contractor is responsible for
conducting a borrow soil characterization study (BSCS).
3. Contractor shall provide the CQA Consultant and Owner access to information
about the borrow source of the low permeability soil and certify that it is not
contaminated with hazardous materials or hazardous wastes.
4. The soil shall be relatively homogeneous ion color and texture and shall be free
from roots, stones, and other deleterious materials.
B. Natural Fine -Grained Soil:
1. Classification: Natural fine-grained soil shall have a classification of CH, CL,
MH, or ML as determined by ASTM D-2488.
2. Grain sizes shall be within the following gradation:
Sieve Size
Percent Passing by
Weight
1/2 IN
100
No. 4
> 95
No. 200
> 30
3. Hydraulic Conductivity: The saturated hydraulic conductivity of the natural
fine-grained soil shall meet the stated tolerances, when compacted in
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accordance with requirements established by the CQA Consultant and
Contractor on the basis of the soil liner test strip as specified herein.
4. Other Soil Liner Properties: The liquid limit shall be at least 25 as measured
by ASTM D-4318. The plasticity index shall be at least 10 and less than 30, as
measured by ASTM D-4318.
C. Bentonite Amended Soil (where applicable):
I . Hydraulic conductivity of constructed bentonite amended soil shall meet the
tolerances when compacted in accordance with requirements established by the
CQA Consultant on the basis of test results from the soil liner test strip and the
borrow soil characterization study.
2. Soil used in the bentonite amended soil shall be free from roots, organic
matter, debris, particles larger than 3/4 IN, and other deleterious material. All
soil used in the bentonite amended soil shall be taken from a borrow area
approved by the CQA Consultant and Engineer.
3. Unless approved otherwise by the CQA Consultant, the soil used in the
bentonite amended soil shall meet the following washed sieve gradation:
Sieve Size Percent Passing by
Weight
3/4 IN 100
No. 4 55 — 100
No. 20 45 — 75
No. 200 10 - 40
4. Bentonite:
a. Bentonite shall be free -flowing, powdered, high -swelling, sodium
montmorillonite clay (bentonite) free of additives.
b. Acceptable bentonite manufacturers are:
1) American Colloid, Co., [phone].
2) Bentonite Corp., [phone].
3) CETCO, [phone].
4) Federal Industrial, [phone].
5) WYO-BEN, [phone].
c. The Contractor may propose a bentonite supplier other than those listed
above if it is demonstrated that its use in the amended soil satisfies the
requirements of these specifications.
2.2 SOIL LINER MATERIAL ACCEPTANCE
A. General: All imported, on -site, and processed materials specified in this section
are subject to the following requirements:
1. All tests necessary for the Contractor to locate and define acceptable sources of
materials shall be made by the CQA Consultant. Certification that the material
conforms to the Specification requirements along with copies of the test results
from a qualified commercial testing laboratory shall be submitted to the CQA
Consultant for approval at least 10 days before the material is required for use.
All material samples shall be furnished by the Contractor at the Contractor's
sole expense.
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2. All samples required in this section shall be representative and be clearly
marked to show the source of the material and the intended use on the project.
Sampling of the material source shall be done by the CQA Consultant in
accordance with ASTM D-75.
3. Notify the CQA Consultant at least 24 HRS prior to sampling so that they may
observe the sampling procedures.
4. Tentative acceptance of the material source shall be based on an inspection of
the source by the CQA Consultant and the certified test results of the Borrow
Source Characterization Study (BSCS) as submitted by the Contractor to the
CQA Consultant. No imported materials shall be delivered to the site until the
proposed source and materials tests have been accepted in writing by the CQA
Consultant.
5. Final acceptance of any material will be based on results of tests made on
material samples taken from the completed soil liner test strip, combined with
the results of the BSCS. If tests conducted by the CQA Consultant indicate
that the material does not meet specification requirements, material placement
will be terminated until corrective measures are taken. Material which does
not conform to the specification requirements and is placed in the work shall
be removed and replaced at the Contractor's sole expense.
6. Contractor shall be solely responsible for obtaining all permits required to
obtain acceptable sources of materials for use in the work.
B. Sampling and retesting required herein shall be done at the Contractor's sole
expense.
C. Borrow Source Characterization Study:
1. The Contractor will be responsible for all processing and screening of the soil
liner material at his own cost to meet the requirements of the specifications.
The Contractor will be responsible for the erosion protection of the stockpile
and borrow area during his operation. The Contractor shall coordinate all
aspects of this operation with the CQA Consultant and Engineer.
2. CQA Consultant shall complete a BSCS of natural fine-grained soils or of soil
that will be used in bentonite amended soils.
3. Contractor shall conduct tests, including particle size, Atterberg limits,
moisture -density, and hydraulic conductivity tests, as necessary to locate an
acceptable source of material.
4. Once a potential source of material has been located, the CQA Consultant shall
develop and undertake a testing program to demonstrate the acceptability of
the proposed material. Certified results of all tests shall be submitted to the
CQA Consultant upon completion of tests. Tentative acceptance of the borrow
source by the CQA Consultant will be based upon the results of the study. The
testing program shall include the following elements, at a minimum:
a. An excavation plan for the borrow source indicating proposed surface
mining limits and depths of samples to be taken for testing.
b. Test pits for borrow source sampling shall be appropriately spaced to
reflect site geomorphology and sampled at depth intervals appropriate to
the proposed excavation methods.
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c. A minimum of 12 samples shall be collected and tested for the parameters
required as described in the following paragraphs.
5. Test Parameters and Reporting for Natural Fine -Grained Soils:
a. All samples collected from the proposed borrow area for natural fine-
grained soils shall be tested for the following parameters.
Parameter
Particle Size (sieve plus
hydrometer)
Atterberg Limits
Standard Proctor
Test Method
ASTM D-422
ASTM D-4318
ASTM D-698
Hydraulic Conductivity* ASTM D-5084
*Hydraulic conductivity tests shall be performed on
recompacted samples of the proposed material compacted
according to criteria developed by the CQA Consultant
using data from tests conducted in accordance with
ASTM D-698.
6. Test Parameter for Soil to be used in Bentonite Amended Soil:
a. Parameters and reporting for soils to be used in bentonite amended soil
shall be the same as for natural fine-grained soil.
b. Tests required under this paragraph are part of the BSCS. Additional tests
on the bentonite amended soil product are required for soil liner
acceptance. See paragraph 2.2-E.
D. Borrow Soils Conformance Testing:
1. Following acceptance of a borrow source for natural fine-grained soils and
soils for bentonite amendment, the following tests shall be performed by the
CQA Consultant on samples taken from the excavated material using the
methods and at the frequencies indicated below:
Test
Test Method
Minimum Frequency
Percent Fines
ASTM D-1140
l per 5,000 cu.yd.
Atterberg Limits
ASTM D-4318
1 per 5,000 cu.yd.
Sieve Analysis
ASTM D-422
l per 5,000 cu.yd.
Hydraulic
ASTM D-5084*
1 per 5,000 cu.yd.
Conductivity
Standard Proctor
ASTM D-698
1 per 5,000 cu.yd.
*Except Test Pad
2. The CQA Consultant shall conduct tests more often if variation in test results
is occurring or if material appears to depart from specifications.
3. If tests indicate material does not meet specification requirements, Contractor
shall terminate material placement until corrective measures are taken.
4. Contractor shall remove and replace material which does not meet
specification requirements at no additional cost to the Owner.
E. Bentonite Amended Soil Conformance Testing (where applicable):
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1. Following acceptance of a source for soils to be used in bentonite amended
soils, the CQA Consultant shall perform a Design Mix Analysis and submit
certifications for the imported bentonite material as described below:
a. Design Mix Analysis:
1) Collected 2 of the coarsest samples of the soil taken from the approved
borrow area (based on percent retained on #200 sieve). Soil samples
for testing shall be at least 100 pounds each.
2) Trail mix samples shall be prepared by mixing each soil sample with
three trial application rates of bentonite. Compact each trial mix
sample to a dry density equal to 95 percent relative compaction and at a
moisture content within the range of optimum to optimum plus 3
percent (ASTM D-698) for the unamended soil.
3) Test the hydraulic conductivity of the trial mix samples using ASTM
D-5084 and report all data to CQA Consultant. Graph measured
hydraulic conductivity versus percent bentonite.
4) Contractor shall select a minimum bentonite content needed to
consistently achieve the required in -place hydraulic conductivity.
2. After mix design and initial testing, CQA Consultant shall conduct tests of the
mixed bentonite amended soil, after it has been discharged from the pugmill
and before this is placed in the work using the following methods and at the
following frequencies.
Test Method Minimum
Frequency
Standard ASTM D-698 or 1 per 5,000 CU YD
Proctor ASTM D-1557
3. Bentonite: CQA Consultant shall submit certifications from the supplier of the
bentonite material that it meets the requirements specified under PART 2
PRODUCTS.
F. Fine -Grained Material Dewatering, Mixing, and Staging:
1. Dewatering of soil liner borrow excavations, if required, shall be solely at the
Contractor's expense.
2. Drying, blending, or wetting required to maintain the soil liner soil at a suitable
moisture content shall be solely at the Contractor's expense.
2.3 EQUIPMENT
A. Compaction Equipment:
1. The compacting equipment shall be of a suitable type, adequate to obtain the
permeability specified, that provides a kneading action, such as a wobble -
wheeled roller or a sheepsfoot roller having tines as long as the maximum
loose lift thickness to ensure proper lift interface compaction free of voids.
2. The CQA Consultant shall confirm compaction equipment adequacy, and
recommend changes if required, based on the soil liner test strip. Such
additional equipment will be provided by the Contractor at no additional cost.
3. The compaction equipment shall be maintained and operated in a condition
that will deliver manufacturer's rated compactive effort.
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4. Hand -operated equipment shall be capable of achieving specified soil
densities.
5. The finished surface of the final lift shall be rolled with a smooth steel drum
roller or rubber -tired roller to eliminate tine or roller marks and provide a
smooth, dense surface for geomembrane placement.
B. Moisture Control Equipment:
1. Equipment for applying water shall be of a type and quality adequate for the
Work, shall not leak, and shall be equipped with a distributor bar or other
approved device to assure uniform application.
2. Equipment for mixing and drying out material shall consist of blades, discs, or
other equipment defined by the CQA Consultant.
3. Mixing of natural fine-grained soils may also be required to get even
distribution of moisture.
4. Soil liner material must not be compacted within 24 HRS of the adjustment of
water content by the addition of water.
C. Bentonite Amended Soil Mixing Equipment (where applicable):
1. Contractor shall mix, process, and condition the bentonite amended soil in a
pugmill prior to placing and compacting the mixture.
2. The pugmill shall have the capability to break up soil clumps and mix material
to form a homogeneous blend. The pugmill shall have controls that allow a
variable rate of discharge from it to control the degree of mixing. The pugmill
shall have automated controls to control the rate of feed of each material to
within an accuracy of 2 percent by weight.
3. The pugmill discharge shall be equipped with a batching bin having a drop
outlet for loading hauling vehicles directly from the pugmill. Pugmill shall be
positioned to allow direct discharge to hauling vehicles.
4. Contractor shall not store amended soil in a manner or for a length of time that
will cause any degradation of the project or amended soil.
PART 3 — EXECUTION
3.1 SOIL LINER TEST STRIP
A. Test Strip Installation:
1. Prior to actual soil liner installation, a soil liner test strip of a dimension no less
than 100 FT long by 30 FT wide by 2 FT thick shall be constructed by the
Contractor over a compacted subgrade within the liner construction site.
2. The soil liner test strip shall be constructed in four 6 IN lifts. The final
compacted thickness of each lift shall be a maximum of 6 IN. Prior to
placement of successive lifts, the surface of the lift in -place shall be scarified
or otherwise conditioned to eliminate lift interfaces.
3. The soil liner test strip shall be constructed using the same equipment and
construction procedures that are anticipated for use during actual liner
installation.
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4. During test strip installation, the Contractor in coordination with theCQA
Consultant shall determine the field procedures that are best suited for his
construction equipment to achieve the requirements specified herein.
5. If the test strip fails to achieve the desired results, the soil material of the strip
shall be completely removed, and additional test strip(s) shall be constructed
until the requirements are met.
6. The CQA Consultant shall document that the subgrade of the test strip liner is
properly compacted to at least 95 percent of the maximum dry density, as
determined using the Standard Proctor test (ASTM D-698). Field density tests
on the subgrade shall be performed by the CQA Consultant and documented at
a minimum of 3 test locations within the test strip area.
7. At least five field density measurements shall be performed by the CQA
Consultant on each lift of the liner test strip. The field density tests shall be
conducted using a nuclear gauge (ASTM D-2922) or other method, as
approved by the CQA Consultant. Corresponding tests for moisture content to
determine dry density shall likewise be performed by using a nuclear gauge
(ASTM D-3017), or other approved method. On the test pad, the density
measurement if performed by a nuclear gauge shall be verified by recovering
at least 5 samples for oven -dry testing (ASTM D-2216) from the test location.
8. A composite sample will be taken from each lift for recompacted lab
permeability (ASTM D-5084).
9. Upon completion of the soil liner test strip, the CQA Consultant shall measure
the thickness of the test strip at a minimum of 5 random locations.
10. A minimum of 5 random samples of the liner construction materials delivered
to the site during test strip installation shall be tested by the CQA Consultant
for moisture content (ASTM D-2216), sieve analyses (ASTM D-421 and D-
422) and Atterberg limits (ASTM D-4318).
11. The CQA Consultant shall conduct at least one standard Proctor (ASTM D-
698) and one modified Proctor (ASTM D-1557) compaction test on bag
samples of the test strip material to determine the moisture -density
relationships.
12. A minimum of 1 undisturbed sample shall be taken from each lift of the test
strip by the CQA Consultant for laboratory hydraulic conductivity testing. The
samples shall be taken with a 2-foot radius of the in -situ density and moisture
tests. The CQA Consultant will also conduct at least 1 confirmatory in -situ
hydraulic conductivity test. Laboratory hydraulic conductivity testing shall be
conducted using constant head, triaxial type permeameters (ASTM D-5084).
The test specimens shall be consolidated under an isotropic effective
consolidation stress not to exceed 10 psi. The inflow to and outflow from the
specimens shall be monitored with time and the coefficient of permeability
calculated for each recorded flow increment. The test shall continue until
steady state flow is achieved and relatively constant values of coefficient of
permeability are measured.
13. The data gathered from the test strip sampling (i.e., field density, moisture,
undisturbed samples, and in -situ hydraulic conductivity) shall be used along
with the Proctor curve for the soil to develop a range of acceptable moisture
and density test values which are likely to result in a maximum permeability no
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greater than 1x10-7 cm/sec. This range of moisture/density values will be
established by the CQA Consultant and will be utilized as a means to establish
Pass/Fail Criteria for the remainder of the area to be lined by the subject
material.
14. The test strip will be considered acceptable if the measured hydraulic
conductivity of the test strip as determined by ASTM D-5084 meets the
requirements of the specifications.
15. If field and laboratory test data indicate that the installed test strip meets the
requirements of this specification, it may be used as part of the liner provided
that it is adequately protected by the Installer from drying and equipment
damage after installation. The Installer shall scarify the liner material along
the edge of the test strip. A minimum 2-foot overlap per lift is required for
mixing and compaction between the test strip and the liner.
16. If the test strip fails to meet specifications, additional mix designs (if bentonite
amended) and/or test strips will be constructed until a test strip meets the
requirements. No soil liner may be placed until a test strip has been accepted
by the CQA Consultant.
17. Upon receipt of the test data from the CQA Consultant, the Engineer shall
inform the Contractor if the test strip can remain in -place as part of the liner.
3.2 INSTALLATION
A. The subgrade to be lined shall be smooth and free of vegetation, sticks, roots, and
debris. It shall be the responsibility of the Contractor to keep the receiving
surfaces in the accepted condition until complete installation of the liner is
accomplished.
B. The subgrade shall be proofrolled with a pneumatic tired vehicle of at least 20 tons
GVW, making passes across the area as directed by the CQA Consultant. The soil
liner shall not be placed over areas deemed unacceptable by the CQA Consultants
based on proofroll observations or inadequate test results.
C. The soil liner shall be installed in 4 compacted lifts of approximate equal
thickness. The material shall be placed consistent with criteria developed from
construction of satisfactory test strip.
D. When particles exceeding 3/4" are observed at the final lift surface, they shall be
removed by the Contractor prior to final rolling of the surface.
E. Equipment shall be used such that bonding of the 2 lifts will occur. Equipment
shall have cleats or other protrusions of such length necessary to completely
penetrate into the loose lift. Compaction shall be performed using appropriately
heavy, properly ballasted, penetrating foot compactor making a minimum number
of passes as approved by the CQA Consultant based on the soil liner test strip.
F. If desiccation and crusting of the lift surface occurs prior to placement of the next
lift, this area shall be scarified to a minimum depth of 2 IN or until sufficiently
moist materials are encountered, whichever is greater. After scarification, the
superficial material should be reworked to obtain a moisture content at least 2
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percent above optimum moisture content. Alternately, the drier superficial soil
may be stripped and mixed with additional moist soil to achieve a moisture content
satisfying the project requirements.
G. No frozen material shall be placed.
H. Material shall not be placed on a previous lift which is frozen. Frozen in -place
material shall be removed prior to placement of additional soil material.
Material which has been subjected to a freeze/thaw cycle(s) shall be disked and
recompacted prior to placement of subsequent lifts.
J. During construction, exposed finished lifts of the soil liner material should be
sprinkled with water to minimize desiccation, as necessary. The Contractor is
responsible to protect the soil liner from rain, drying, desiccation, erosion, and
freezing. All defective areas shall be repaired by the Contractor to the satisfaction
of the CQA Consultant at no extra compensation.
K. At the end of each day's construction activities, completed lifts or sections of the
compacted soil liner should be sealed. Common sealing methods including rolling
with a rubber tired or smooth -drum roller, backdragging with a bulldozer, or
placement of temporary cover soil over the compacted soil liner. The compacted
soil liner should be sprinkled with water, as needed.
L. If testing shows that a lift is significantly thicker than 6 IN, the top of the lift will
be shaved off so that the lift is approximately 6 IN thick.
3.3 FIELD QUALITY CONTROL AND QUALITY ASSURANCE
A. Refer to the CQA Plan.
B. The following field and laboratory quality control tests shall be performed by the
CQA Consultant at no additional expense to the Owner during soil liner
construction:
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Test
Method
Minimum
Acceptable Criteria
Frequency
Field Density
ASTM D-
1/100' x 100'
>95%
2937
grid/lift
or
ASTM D-
1/100' x 100'
>95%
3017
grid/lift
and
ASTM D-
115 D-3017 tests
>95%
2937
Thickness
Surveyor
8locations/acre
>24"
Atterberg Limits
ASTM D-
1/acre/lift
BSCS Criteria
4318
Fine Content
ASTM D-
1/acre/lift
BSCS Criteria
1140
Hydraulic
ASTM D-
1/acre/lift
<1x10-7 cm/sec
Conductivity
5084
Laboratory
ASTM D-
115000 CY of
N/A
Moisture Density
698 or
placed liner
Relationship
D 1557
material
Foreign Objects
Visual
Daily
None Present
Roots, Stones,
Litter and Other
deleterious
Material
C. Test methods shall also conform to criteria set forth in Paragraph 3.1 Soil Liner
Test Strip.
D. Test frequencies may be modified by the CQA Consultant. If there are indications
of declining or failing tests results, frequencies may be increased. If hydraulic
conductivity test results are well above acceptable, the frequency for Atterberg
limit and fine content testing may be waived.
E. The acceptable criteria may be modified by the CQA Consultant if supported by
the test strip results and approved by the Engineer.
F. Holes in the compacted soil liner created as a result of destructive testing (e.g.,
thin -walled Shelby tube sampling and nuclear gauge, field density determinations)
shall be backfilled and tamped by rod uniformly in 2 IN thick lifts. The backfill
material shall be the same liner construction material or hydrated bentonite
powder, if approved by the CQA Consultant. On the surface, the backfill material
shall extend slightly beyond the holes to make sure that a good tie in with the
surrounding liner is achieved. Repaired areas shall be observed and documented
by the CQA Consultant.
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G. Give minimum of 24 HRS advance notice to CQA Consultant when ready for soil
testing and inspection in completed area of the soil liner.
H. For areas not meeting field and laboratory testing criteria, the Contractor shall
scarify the full depth of the lift or replace the material as needed. The material
shall be reshaped, rewetted as needed, rehomogenized and recompacted to the
specified density. Areas not meeting the thickness requirements shall be
augmented with additional materials. The added materials shall be reworked with
the soil layer to ensure homogeneity and proper bonding. This may be done by
scarification of the surface prior to addition of new material. The repaired area
shall be properly documented, and field and laboratory quality control testing shall
be performed to ensure the repaired liner section meets the requirements specified
herein.
I. The Contractor shall pay for all costs associated with corrective work and retesting
resulting from failing tests. The CQA Consultant shall be informed immediately
of all failing tests.
END OF SECTION
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SECTION 02270
SOIL EROSION AND SEDIMENT CONTROL
TABLE OF CONTENTS
ARTICLE TITLE PAGE
1.01 SUMMARY
1.02
QUALITY ASSURANCE 1
1.03
SUBMITTALS 1
2.01
MATERIALS 2
3.01
PREPARATION 2
3.02
DURING CONSTRUCTION PERIOD 2
3.03
NEAR COMPLETION OF CONSTRUCTION 3
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02110

SECTION 02270
SOIL EROSION AND SEDIMENT CONTROL
PART 1 — GENERAL
1.01 SUMMARY
A. The work specified in this Section consists of providing, and maintaining erosion
and sedimentation controls for development of the proposed borrow area and as
required during construction.
B. Related Sections include but are not necessarily limited to:
1. Section 02200 Earthwork.
2. Section 02485 —Seeding and Mulching.
C. Erosion controls include, but are not limited to, surface stabilization which shall be
accomplished with vegetation and mulch, earthen diversion berms and ditches,
sediment traps, and minimization of disturbed areas. Contractor is responsible for
preventing excessive on -site erosion during construction.
D. Sedimentation controls include, but are not limited to silt fences, traps, temporary
earthen diversion berms and ditches, and appurtenances at the toe of sloped
surfaces. The Contractor is responsible for preventing sedimentation pollution
from migrating off site.
E. The Contractor shall also be responsible for maintaining all existing erosion and
sedimentation control structures including Sediment Basins. Maintenance shall
include but not be limited to making all repairs necessary to maintain the structures
in proper working conditions as well as removing all accumulated sediment during
the construction period. All control structures shall be inspected on a weekly basis
and following each rainfall event (greater than 0.5 IN). In performing these duties,
the Contractor shall be responsible for constructing whatever diversion structures
are necessary to ensure that all disturbed on -site drainage/runoff (within the limits
of construction) is routed through a rock check dam or sediment trap. Silt fences
shall be installed and maintained as needed to ensure against off -site runoff until
diversion structures are constructed and operational.
F. All material stockpiles shall be protected from erosion by providing silt fences
along the toe of slopes, seeding the side slopes and/or by maintaining stable slopes.
1.02 QUALITY ASSURANCE
A. Referenced Standards:
1. North Carolina Erosion and Sediment Control Planning and Design Manual,
latest edition.
1.03 SUBMITTALS
A. Shop Drawings:
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1. Product technical data including:
a. Acknowledgment that products submitted meet requirements of standards
referenced.
b. Manufacturer's installation instructions.
PART 2 — PRODUCTS
2.01 MATERIALS
A. Wheat straw bales, twine tied.
B. Temporary Silt Fence: As detailed on the Drawings.
C. Stone for Stone Filter: ASTM No. 57 Stone.
D. Grass Seed: See Section 02485 —Seeding and Mulching.
E. Sediment Basin: As shown on Drawings.
PART 3 — EXECUTION
3.01 PREPARATION
A. Prior to general stripping and excavating of borrow area:
1. Install perimeter ditches and swales.
2. Install silt fence where required.
3. Machine compact all berms, dikes, and embankments for basins and traps.
4. Install rock check dams where required.
B. Temporarily Seed Soil Stockpiles:
1. According to temporary seeding in Section 02485 Seeding and Mulching.
2. Reseed as required until good stand of grass is achieved.
C. Surround soil stockpiles with silt fence.
3.02 DURING CONSTRUCTION PERIOD
A. Within the area of construction, maintain all existing and proposed silt fences,
dikes, traps, stone filters, straw bales, etc.:
1. Inspect regularly especially after rainstorms (greater than 0.5 IN).
2. Repair or replace damaged or missing items.
B. After rough grading, sow temporary grass cover over all exposed earth areas not
draining into sediment basin or trap.
C. Provide necessary swales and dikes to direct all water towards and into sediment
basins and traps.
D. Do not disturb existing vegetation (grass and trees).
E. Excavate sediment out of basins and traps when accumulation has reached 1 FT in
depth.
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1. Remove sediment from behind bales and silt fences to prevent overtopping.
F. Topsoil and fine grade slopes and swales, etc.:
1. Seed and mulch as soon as areas become ready.
3.03 NEAR COMPLETION OF CONSTRUCTION
A. Grade to finished or existing grades.
B. Fine grade all remaining earth areas, then seed and mulch.
END OF SECTION
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SECTION 02310
TRENCHING, BACKFILLING, AND COMPACTING FOR
UTILITIES
TABLE OF CONTENTS
ARTICLE
TITLE
PAGE
1.01
SUMMARY
1
1.02
QUALITY ASSURANCE
1
1.03
DEFINITIONS
2
1.04
SUBMITTALS
2
1.05
SITE CONDITIONS
2
2.01
MATERIALS
2
3.01
GENERAL
2
3.02
EXCAVATION
3
3.03
PREPARATION OF FOUNDATION FOR PIPE LAYING
4
3.04
BACKFILLING METHODS
4
3.05
COMPACTION
5
3.06
FIELD QUALITY CONTROL
6
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SECTION 02221
TRENCHING, BACKFILLING, AND COMPACTING FOR UTILITIES
PART 1 — GENERAL
4.01 SUMMARY
A. Section Includes:
1. Excavation, trenching, backfilling and compacting for all underground utilities.
2. Wastewater piping.
3. Process piping.
4. Sewers, channel, and drain piping.
5. Water piping (potable, plant, process and non -potable).
6. Natural gas, propane, fuel oil piping.
7. Steam and condensate piping.
8. Heating water, chilled water, cooling tower water piping.
9. Relocation of existing piping.
10. Chemical feed piping.
11. Surface drainage conduits and piping.
12. Electrical duct banks, conduits, and direct burial cables.
13. All related utility and process appurtenances.
B. Related Sections include but are not necessarily limited to:
1. Section 02200 - Earthwork.
1.02 QUALITY ASSURANCE
A. Referenced Standards:
1. American Association of State Highway & Transportation Officials
(AASHTO):
a. T99, The Moisture -Density Relations of Soils Using a 5.5 LB Rammer and
a 12 IN Drop.
b. T180, Moisture -Density Relations of Soils Using a 10 LB Rammer and an
18 IN Drop.
2. American Society for Testing and Materials (ASTM):
a. C33, Concrete Aggregates.
b. D698, The Moisture -Density Relations of Soils Using a 5.5 LB Rammer
and a 12 IN Drop. D698 is "Standard Proctor."
c. D1557, The Moisture -Density Relation of Soils Using a10 LB Rammer
and an 18 IN Drop. D1557 is "Modified Proctor."
d. D2487, Classification of Soils for Engineering Purposes.
e. D4253, Maximum Index Density of Soils Using a Vibratory Table.
£ D4254, Minimum Index Density of Soils and Calculation of Relative
Density.
3. U.S. Department of Labor — Occupational Safety and Health Administration
(OSHA):
a. 29 CFR 1926, Subpart P — Excavations.
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B. Qualifications:
1. Hire an independent soils laboratory to conduct in -place moisture -density tests
for backfilling to assure that all work complies with this Specification.
1.03 DEFINITIONS
A. Excavation:
1. All excavation will be defined as unclassified.
1.04 SUBMITTALS
A. Submit test reports and fully document each with specific location or stationing
information, date, and other pertinent information.
B. Submit respective pipe or conduit manufacturer's data regarding methods of
installation and general recommendations.
C. Submit sieve analysis reports on all granular materials.
1.05 SITE CONDITIONS
A. Avoid overloading or surcharge a sufficient distance back from edge of excavation
to prevent slides or caving. Maintain and trim excavated materials in such manner
to be as little inconvenience as possible to public and adjoining property owners.
B. Provide full access to public and private premises and fire hydrants, at street
crossings, sidewalks and other points as designated by Owner to prevent serious
interruption of travel.
C. Protect and maintain bench marks, monuments or other established points and
reference points and if disturbed or destroyed, replace items to full satisfaction of
Owner and controlling agency.
D. Verify location of existing underground utilities.
PART 2 — PRODUCTS
2.01 MATERIALS
A. Backfill Material:
1. As approved by Engineer.
2. In accordance with Specifications in Section 02221.
PART 3 — EXECUTION
3.01 GENERAL
A. Remove and dispose of unsuitable materials as directed by Soils Engineer to site
provided by Owner.
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3.02 EXCAVATION
A. Unclassified Excavation:
1. Remove rock excavation, clay, silt, gravel, hard pan, loose shale, and loose
stone as directed by Soils Engineer.
B. Excavation for Appurtenances:
1. 12 IN (minimum) clear distance between outer surface and embankment.
2. See Section 02200 for applicable requirements.
3. See Section 02515 for applicable requirements.
C. Trench Excavation:
1. Excavate trenches by open cut method to depth shown on Drawings and
necessary to accommodate work.
a. Tunnel work for crossing under crosswalks, driveways or existing utility
lines with permission.
1) Limit tunnels to 10 FT in length.
2. Open trench outside buildings, units, and structures:
a. No more than the distance between two manholes, structures, units, or 600
LF, whichever is less.
b. Field adjust limitations as weather conditions dictate.
3. Trenching within buildings, units, or structures:
a. No more than 100 LF at any one time.
4. Any trench or portion of trench, which is opened and remains idle for 7
calendar days, or longer, as determined by the Owner, may be directed to be
immediately refilled, without completion of work, at no additional cost to
Owner. Said trench may not be reopened until Owner is satisfied that work
associated with trench will be prosecuted with dispatch.
5. Observe following trenching criteria:
a. Trench size.
1) Excavate width to accommodate free working space.
2) Maximum trench width at top of pipe or conduit may not exceed
outside diameter of utility service by more than the following
dimensions:
Overall Diameter of Utility Service Excess Dimension
33 IN and less 18 IN
more than 33 IN 24 IN
3) Cut trench walls vertically from bottom of trench to 1 FT above top of
pipe, conduit, or utility service.
4) Keep trenches free of water. Include cost of dewatering in original
proposal.
D. Trenching for Electrical Installations:
1. Observe paragraph 3.2 C "Trench Excavation"
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2. Modify for electrical installations as follows:
a. Open no more than 600 LF of trench in exterior locations for trenches more
than 12 IN but not more than 30 IN wide.
b. Any length of trench may be opened in exterior locations for trenches
which are 12 IN wide or less.
c. Do not over excavate trench.
d. Cut trenches for electrical runs with minimum 30 IN cover, unless
otherwise specified.
e. See Division 16 for additional requirements.
3.03 PREPARATION OF FOUNDATION FOR PIPE LAYING
A. Over -Excavation:
1. Backfill and compact to 90 percent of maximum dry density per ASTM D698.
2. Backfill with granular bedding material as option.
B. Rock Excavation:
1. Excavate minimum of 12 IN wider than exterior surface of the pipe or conduit.
2. Excavate minimum of 6 IN below bottom exterior surface of the pipe or
conduit.
3. Backfill to grade with suitable earth or granular material.
4. Form bell holes in trench bottom.
C. Subgrade Stabilization:
1. Stabilize the subgrade when directed by the Engineer.
2. Observe the following requirements when unstable trench bottom materials are
encountered.
a. Notify Engineer when unstable materials are encountered.
1) Define by drawing station locations and limits.
b. Remove unstable trench bottom caused by Contractor failure to dewater,
rainfall, or Contractor operations.
1) Replace with subgrade stabilization with no additional compensation.
3.04 BACKFILLING METHODS
A. Do not backfill until tests to be performed on system show system is in full
compliance to specified requirements.
B. Initial Backfill:
1. Furnish where indicated on drawings, specified for trench embedment
conditions and for compacted backfill conditions up to 12 IN above top of pipe
or conduit.
2. Comply with the following:
a. Place backfill in lifts not exceeding 8 IN (loose thickness).
b. Hand place, shovel slice, and pneumatically tamp all carefully compacted
backfill.
c. Observe specific manufacturer's recommendations regarding backfilling
and compaction.
d. Compact each lift to specified requirements.
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C. Final Backfill:
Perform in accordance with the following:
a. Place backfill in lift thicknesses capable of being compacted to densities
specified.
b. Observe specific manufacturer's recommendations regarding backfilling
and compaction.
c. Avoid displacing joints and appurtenances or causing any horizontal or
vertical misalignment, separation, or distortion.
D. Water flushing for consolidation is not permitted.
E. Backfilling for Electrical Installations:
1. Observe paragraph 3.4 C or D "Backfilling Methods."
2. Modify for electrical installation as follows:
a. Observe notes and details on electrical drawings for fill in immediate
vicinity of direct burial cables.
3.05 COMPACTION
A. General:
1. Place and assure backfill and fill materials to achieve an equal or "higher"
degree of compaction than undisturbed materials adjacent to the work.
2. In no case shall compaction below the specified "Minimum Compaction" be
accepted.
3. If settlement of trench backfill occurs within the one-year warranty and
guarantee period, the Contractor shall correct the deficiency by filling, grading,
and reseeding in accordance with these Contract Documents.
B. Compaction Requirements: Unless noted otherwise on Drawings or more
stringently by other sections of these Specifications, comply with following trench
compaction criteria:
1. Initial backfill:
Location
All applicable areas
2. Final backfill:
Minimum Compactions
Soil Type Density.
Cohesive Soils
Cohesionless
Soils
Minimum Compactions
95 percent of max dry
density by ASTM D698
75 percent of max
relative density by
ASTM D4253 and
D4254
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Location Soil Type Density.
Under pavements Cohesive Soils 90 percent of max dry
roadways surfaces, density by ASTM D698
within highway right-of-
ways
Cohesionless 60 percent of relative
Soils density by ASTM
D4253 and D4254
Under turfed, sodded, Cohesive Soils 85 percent of max dry
plant seeded, nontraffic density by ASTM D698
areas
Cohesionless 40 percent of relative
Soils density by ASTM
D4253 and D4254
3.06 FIELD QUALITY CONTROL
A. Testing:
1. Perform in -place moisture -density tests as directed by the Owner.
2. Perform tests through recognized testing laboratory approved by Owner.
3. Costs of "Passing" tests paid by Owner.
4. Perform additional tests as directed until compaction meets or exceeds
requirements.
5. Cost associated with "Failing" tests shall be paid by Contractor.
6. Reference to Engineer in this section will imply Soils Engineer when
employed by Owner and directed by Engineer to undertake necessary
inspections as approvals as necessary.
7. Assure Owner has immediate access for testing of all soils related work.
8. Ensure excavations are safe for testing personnel.
END OF SECTION
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SECTION 02485
SEEDING
TABLE OF CONTENTS
ARTICLE TITLE PAGE
1.01 DESCRIPTION
1.02
QUALITY ASSURANCE 1
1.03
SUBMITTALS 1
2.01
MATERIALS 1
2.02
DELIVERY, STORAGE AND HANDLING 2
3.01
JOB CONDITIONS 2
3.02
SOIL PREPARATION 3
3.03
SEEDING 4
3.04
MAINTENANCE 4
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SECTION 02485
SEEDING
PART 1 GENERAL
1.01 DESCRIPTION
A. General:
1. Furnish all labor, materials, tools, equipment and services for seeding in
accordance with provisions of Contract Documents.
2. Completely coordinate with work of all other trades.
3. See Division 1 for General Requirements.
B. Related work specified elsewhere:
1. Section 02200 — Earthwork.
2. Section 02310 —Trenching.
C. Location of work: All disturbed areas, exclusive of lined landfill areas.
1.02 QUALITY ASSURANCE
A. Fertilizer testing: Current methods of Association of Official Agricultural
Chemists.
1. Testing will be conducted at discretion of Engineer.
1.03 SUBMITTALS
A. Certificates for each grass seed mixture, stating botanical and common name,
percentage by weight, and percentages of purity, germination, and weed seed.
Certify that each container of seed delivered is fully labeled in accordance with
Federal Seed Act and equals or exceeds specification requirements.
B. Copies of invoices for fertilizer, showing grade furnished and total quantity
applied.
PART 2 — PRODUCTS
2.01 MATERIALS
A. Establish a smooth, healthy, uniform, close strand of grass from specified seed.
B. Grass seed: Fresh, clean, new -crop seed.
1. Species, proportions and minimum percentage of purity, germination, and
maximum percentage of weed seed, as specified.
2. Provide following grass seed mixtures:
Min. pct.
Type Germ Min. pct. Purity
Kentucky 31 Fescue (Tall) 80 97.0
Common Bermuda Grass 85 98.0
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Min. pct.
Type Germ Min. pct. Purity
Lespedeza 85 97.0
Argentine Bahia Grass 85 98.0
C. Mulch: Clean, seed -free, threshed straw of oats, wheat, barley, rye, beans, or other
locally available mulch material.
1. Do not use mulch containing a quantity of matured noxious weed seeds or
other species that will be detrimental to seeding, or provide a menace to
surrounding land.
2. Do not use mulch material which is fresh or excessively brittle, or which is
decomposed and will smother or retard growth of grass.
D. Fertilizer: Commercial fertilizer of 10-10-10 analysis, meeting applicable require-
ments of State and Federal Law.
1. Do not use cyanamic compounds of hydrated lime.
E. Limestone: Agricultural grade ground limestone containing not less than 85
percent of combined calcium and magnesium carbonates.
1. 50 percent passing 100 mesh sieve.
2. 90 percent passing 20 mesh sieve.
F. Asphalt binder: Emulsified asphalt per State Specifications.
G. Water: Potable, free of substances harmful to growth.
H. Erosion Control Matting: Material shall be Curlex I as manufactured by American
Excelsior Company or approved equal. Contractor shall provide erosion control
matting as required on slopes and ditch lines to obtain suitable vegetative cover.
2.02 DELIVERY, STORAGE AND HANDLING
A. Deliver seed in standard sealed containers labeled with producer's name and seed
analysis, and in accord with US Department of Agriculture Rules and Regulations
under Federal Seed Act.
B. Deliver fertilizer in original containers labeled with content analysis.
PART 3 — EXECUTION
3.01 JOB CONDITIONS
A. This project shall comply with the planting regime for the Piedmont region.
B. Permanent Seeding:
1. Spring (March 1 — April 30) and Fall (September 1 — November 15):
a. Kentucky-31: 175lbs/ac.
b. Unhulled sercia lespedeza: 50 lbs/ac.
c. Rye grain: 1 bushel/ac.
2. Winter (November 16 — February 28):
a. Kentucky-31: 200lbs/ac.
b. Unhulled sercia lespedeza: 50 lbs/ac.
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c. Rye grain: 3 bushels/ac.
3. Summer (May 1 — August 31):
a. Kentucky-31: 50lbs/ac.
b. Unhulled sercia lespedeza: 50 lbs/ac.
c. Korean or kobe lespedeza: 50 lbs/ac.
d. Weeping love grass: 5 lbs/ac.
e. Bermuda grass: 10 lbs/ac.
f. Millet: 1 bushel/ac.
C. Temporary Seeding:
1. Provide winter rye at a rate of 224 lbs/ac.
3.02 SOIL PREPARATION
A. Limit preparation to areas which will be planted soon after preparation.
B. Loosen surface to minimum depth of 4 IN.
C. Remove stones over 1 IN in any dimension, sticks, roots, rubbish and other
extraneous matter.
D. Test soil pH using test kits approved by USDA NRCS. Use test results to
determine rate of lime application needed to make soil circumneutral. Provide
application rate to Engineer for approval prior to its application.
E. Spread lime uniformly over designated areas at rate determined by soil testing.
F. After application of lime, prior to applying fertilizer, loosen areas to be seeded
with double disc or other suitable device if soil has become hard or compacted.
Correct any surface irregularities in order to prevent pocket or low areas which
will allow water to stand.
G. Test soil fertility according to USDA NRCS approved methods. Use test results to
determine rate of fertilizer application. Engineer will approve fertilizer application
rate prior to application.
H. Distribute fertilizer uniformly over areas to be seeded at a rate determined by soil
testing:
1. Use suitable distributor.
2. Incorporate fertilizer into soil to depth of at least 2 IN.
3. Remove stones or other substances which will interfere with turf development
or subsequent mowing.
1. Grade seeded areas to smooth, even surface with loose, uniformly fine texture.
1. Roll and rake, remove ridges, and fill depressions as required to meet finish
grades.
2. Fine grade just prior to planting.
J. Restore seeded areas to specified condition if eroded or otherwise disturbed
between fine grading and planting.
K. If fertilizer application rate is determined (by invoices submitted) to be less than
that specified, apply additional fertilizer.
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L. Cover seeded areas with mulch.
3.03 SEEDING
A. Do not use seed which is wet, moldy, or otherwise damaged.
B. Use approved mechanical power driven drills or seeders, or mechanical hand
seeders, or other approved equipment.
C. Distribute seed evenly over entire area at not less than 7 LB/1000 SF, 50 percent
sown in one direction, remainder at right angles to first sowing.
D. Stop work when work extends beyond most favorable planting season for species
designated, or when satisfactory results cannot be obtained because of drought,
high winds, excessive moisture, or other factors.
E. Resume work only when favorable condition develops.
F. Lightly rake seed into soil followed by light rolling or cultipacking.
G. Immediately protect seeded areas against erosion by mulching or placing netting.
1. Spread mulch in a continuous blanket using 1 %2 TON/ACRE to depth of four
(4) or five (5) straws.
2. Immediately following spreading mulch, secure with evenly distributed
emulsified asphalt at rate of 200 GAL/ACRE.
3. Protect all seeded slopes greater than 2:1 (horizontal to vertical) against
erosion with approved erosion control netting or mats.
H. Immediately after planting, water to a reasonable depth.
I. Clean -Up: Remove any soil or similar material from paved areas within same
working day. Upon completion of seeding, remove all excess soil, stones, and
other debris from site or dispose as directed by Owner. Repair all damages to
existing construction caused by lawn operations to the satisfaction of Engineer and
Owner at no additional cost to Owner.
3.04 MAINTENANCE
A. Remulch with new mulch in areas where mulch has been disturbed by wind or
maintenance operations sufficiently to nullify its purpose. Anchor as required to
prevent displacement.
B. Replant bare areas using same materials specified.
C. Contractor shall supply sufficient water until grass is established.
D. Contractor shall warranty work for one year from date of project final completion.
E. Inspect all seeded areas and make necessary repairs of reseedings within planting
season, if possible. If stand is over 60 percent damaged, re-establish planting area
following recommendations specified for lime, fertilizer, and seeding.
END OF SECTION
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02485 4

SECTION 02710
HDPE LEACHATE PIPING
PART 1 - GENERAL
1.01 SECTION INCLUDES
A. Storage and installation of HDPE pipe and fittings for leachate forcemain, HDPE
Leachate Collection and Header Piping, and valve vaults. CONTRACTOR shall
provide the pipe and fittings.
1.02 RELATED SECTIONS
A. Section 02220 — Earthwork.
1.03 REFERENCES
A. ASTM D-1248 Specification for Polyethylene Plastics Molding and Extrusion
Materials.
B. ASTM D-3350 Specification for Polyethylene Plastics Pipe and Fitting Materials.
C. ASTM D-3035 Specification for Polyethylene Plastic Pipe Based on Controlled
Outside Diameter.
D. ASTM D-3261 Specification for Butt Heat Fusion Polyethylene Plastic Fittings for
Polyethylene Plastic Pipe and Tubing.
1.04 DEFINITIONS
A. Standard Dimension Ratio (SDR) is defined as the actual outside pipe diameter
divided by the minimum wall thickness.
PART 2-PROCEDURE
2.01 HDPE PIPE
A. Leachate Forcemain —8-inch diameter or 10-inch diameter HDPE SDR 11 as
indicated on Drawings.
B. Valve Vault — 30-inch diameter HDPE as indicated on Drawings.
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02710-1

C. Fittings, connections, and associated hardware shown on the Construction Drawings
or described in these specifications. CONTRACTOR shall provide all pipe, fittings,
connections, and associated hardware.
D. PVC to HDPE connection shall be made with a connector approved by ENGINEER.
PART 3 - EXECUTION
3.01 STORAGE AND HANDLING
A. Follow manufacturer's recommendations for pipe storage and handling.
B. Exercise care during unloading to prevent damage by abrasion and puncturing.
C. Store pipe with support to prevent development of permanent set.
D. Stack the heaviest series of pipe on the bottom.
E. Stack pipe no more than 6 feet high.
F. Store pipe out of direct sunlight if installation will not occur for greater than 30 days.
G. Care shall be taken to protect the pipe from excessive heat or harmful chemicals.
H. Use cleaning solutions, detergents, or solvents on the pipe only in accordance with
the manufacturer's recommendations.
I. Do not bend under the minimum radius recommended by the manufacturer for type
and grade.
J. Do not impose strains that will overstress or buckle the piping or impose excessive
stress on the joints.
3.02 EXAMINATION
A. Verify that trench cut is ready to receive Work, and excavation, dimensions and
elevations are as indicated on drawings and outlined in Section 02220 Earthwork.
B. Verify that pipe has not been damaged and is clean of dirt, sand or mud.
C. Beginning of installation means acceptance of existing conditions.
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3.03 PREPARATION
A. Butt fuse and flange HDPE pipe in accordance with manufacturer's recommendations
and procedures.
B. Provide fusion equipment and a qualified operator.
C. Use gaskets as required between flanged connections.
D. Cap or cover all open ends of fused pipe at end of each Work day to prevent entry by
animals or debris.
3.04 INSTALLATION
A. HDPE Pipe and Fittings:
1. Cap both pipe ends of any pipe section longer than a single joint (usually 40
feet) during placement.
2. Install pipe, fittings and accessories in accordance with manufacturer's
instructions.
3. Notify CQA Firm prior to any pipe being installed in the trench.
4. CQA Firm will inspect the following items at the time of installation:
00 Butt and saddle fusions;
00 Pipe integrity;
00 Trench excavation for rocks, foreign material or bedding;
00 Proper trench slope; and
00 Trench contour to ensure the pipe will have uniform and continuous
support
5. Lay pipe to slope gradient noted on Drawings with maximum variation from
required slope of 0.1 percent.
6. Verify grade using a laser level or equivalent method approved by OWNER.
7. Make HDPE tie-ins. Make HDPE tie-ins out of trench whenever possible.
Make a bell hole large enough to ensure an adequate and safe Work area
when tie-ins can only be made in the trench.
8. Allow HDPE pipe sufficient time to adjust to trench temperature prior to any
testing, segment tie-ins and/or backfilling activity.
9. Install conductive trace wire on leachate forcemain and leachate conveyance
pipe.
10. Cut, grind, or smooth all fusion weld beads for smooth inner profile of
leachate collection piping.
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B. Backfill
1. Backfill pipe as indicated on drawings and outlined in Section 02220
Earthwork.
3.05 PIPE TESTING
A. Perform air pressure testing of forcemain pipe and dual contained leachate
conveyance pipe at a pressure of 30 psi for a period of 1 hour. No more than 1
percent pressure drop is allowed during the period to be a passing test.
END OF SECTION
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02710-4

SECTION 02780
GEOSYNTHETIC CLAY LINER (GCL)
TABLE OF CONTENTS
ARTICLE TITLE PAGE
1.01 SCOPE
1.02
DEFINITIONS 1
1.03
REFERENCES 1
1.04
UNIT PRICES 2
1.05
SUBMITTALS 2
1.06
QUALIFICATIONS 2
2.01
GEOSYNTHETIC CLAY LINERS (GCL) 2
2.02
MATERIALS 3
2.03
GCL PANEL DIMENSIONS 4
2.04
SEAM OVERLAP LINES 4
2.05
PRODUCT DOCUMENTATION 4
2.06
PRODUCT LABELING 5
2.07
PACKAGING 5
3.01
SHIPPING AND HANDLING 5
3.02
STORAGE 6
3.03
EARTHWORK 6
3.04
GCL PLACEMENT 7
3.05
GCL PANEL SEAMING 7
3.06
DAMAGE REPAIR 8
3.07
DETAIL WORK 8
3.08
PLACEMENT OF OVERLYING MATERIALS 8
3.09
ACTIVATION 9
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02780

SECTION 02780
GEOSYNTHETIC CLAY LINER (GCL)
PART 1— GENERAL
1.01 SCOPE
A. This specification covers the technical requirements for the furnishing and
installation of the geosynthetic clay liner described herein. All materials used shall
meet the requirements of this specification, and all work shall be performed in
accordance with the procedures provided herein and with all project lines, grades,
cross -sections, and dimensions shown on the contract drawings.
1.02 DEFINITIONS
A. For the purposes of this specification guideline, the following terms are defined
below:
1. Geosynthetic Clay Liner(GCL) - A factory -manufactured hydraulic barrier
consisting of sodium bentonite clay supported by geotextiles held together by
needling, stitching, or adhesives.
2. Geomembrane - An essentially impermeable geosynthetic composed of one or
more geosynthetic sheets.
3. Geotextile - Any permeable textile used with foundation, soil, rock, earth, or
any other geotechnical engineering related material as an integral part of a
human -made project, structure, or system.
4. Minimum Average Roll Value - The minimum average value of a particular
physical property of a material, for 95 percent of all of the material in the lot.
5. Overlap - Where two adjacent GCL panels contact, the distance measuring
perpendicular from the overlying edge of one panel to the underlying edge of
the other.
1.03 REFERENCES
A. References are:
1. ACC 1010, Free Swell Determination.
2. API 13A/13B, Specification for Drilling -Fluid Materials.
3. ASTM D4632, Test Method for Grab Breaking Load and Elongation of
Geotextiles.
4. ASTM D4643, Determination of Water Moisture Content of Soil by the
Microwave Oven Method.
5. ASTM D5084, Hydraulic Conductivity of Saturated Porous Material Using a
Flexible Wall Permeameter.
6. ASTM D5261, Test Method for Measuring the Mass per Unit Area of
Geotextiles.
7. ASTM D5321, Determining the Coefficient of Soil and Geosynthetic or
Geosynthetic and Geosynthetic Friction by the Direct Shear Method.
8. USP/NF-XVIl, Bentonite Swelling Power.
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1.04 UNIT PRICES
A. Measurement will be made of the total surface area in square feet covered by the
GCL as shown on the contract drawings. Final quantities will be based on as -built
conditions. Allowance will be made for GCL in anchor and drainage trenches but
no allowance will be made for waste, overlap, or materials used for the
convenience of the Contractor. GCL installed and accepted will be paid for the
respective contract unit price in the bidding schedule.
1.05 SUBMITTALS
A. With the Bid, the Contractor shall furnish the following information:
1. Conceptual description of the proposed plan for placement of the GCL panels
over the area of installation.
2. GCL manufacturer's affidavit providing assurance that the qualifications of
Section 1.05 of this specification have been achieved.
3. At the Engineer's request:
a. A representative sample of the GCL, suitable for testing.
b. A project reference list consisting of the principal details of at least ten
projects totaling at least 10 million square feet in size.
B. Upon shipment, the Contractor shall furnish the following:
1. GCL manufacturer's Quality Assurance/Quality Control (QA/QC)
certifications to verify that the materials supplied for the project are in
accordance with the requirements of this specification.
2. Manufacturer's warranty covering materials and workmanship of the GCL.
1.06 QUALIFICATIONS
A. GCL Manufacturer must have produced at least 10 million square feet of GCL,
with at least 8 million square feet installed.
B. GCL Installer must either have installed at least 1 million square feet of GCL, or
must provide to the Engineer satisfactory evidence, through similar experience in
the installation of other types of geosynthetics, that the GCL will be installed in a
competent, professional manner.
PART 2 — PRODUCTS
2.01 GEOSYNTHETIC CLAY LINERS (GCL)
A. The GCL shall consist of a layer of sodium bentonite clay encapsulated between
two polypropylene geotextiles, one woven and one non -woven, and shall comply
with all of the manufacturing processes and physical/chemical criteria listed in this
Section. Prior to using an alternate GCL, the Contractor must furnish independent
test results demonstrating that the proposed alternate material meets all
requirements of this specification, and must obtain prior approval of the alternative
GCL by the Project Engineer.
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B. For reasons of strength, performance, and integrity, the GCL shall be
manufactured by mechanically bonding the geotextiles using a needle -punching
process. Needle -punched GCLs are those which, by the use of a needling board,
have fibers of the non -woven geotextile pushed through the bentonite clay layer
and integrated into a woven geotextile.
2.02 MATERIALS
A. The GCL and its components shall have the properties shown in following table:
MATERIAL
PROPERTY
TEST
METHOD'
TEST
FREQUENCY
CERTIFIED
VALUE2
Woven
Wovextile
GeotMass/Area
Grab Strength
ASTM D46323
50,000 sq.ft.4
109 lbs
Grab Elongation
ASTM D4632
50,000 sq.ft.
15 percent
ASTM D5261
50,000 sq.ft.
50,000 sq.ft.
3.3 oz/sq.yd.
Non -Woven
Geotextile 5
Grab Strength
ASTM D4632
6.0 lbs
150 percent
Grab Elongation
ASTM D4632
50,000 sq.ft.
Mass/Area
ASTM D5261
50,000 sq.ft.
6.0 lbs min.
Bentonite6
Free Swell
ACC 10107
50,000 sq.ft.
50,000 sq.ft.
24 mL/2g min.
Fluid Loss
API 13A/1313
15 mL max.
Particle Type: Granular
ASTM D421
50,000 sq.ft.
100% min - #10
1 /o min - #200
Bentomat
Sample Mass/Area$
ASTM D5261
20,000 sq.ft.
1.0 lb/sq.ft. min.
Moisture Content
ASTM D4643
20,000 sq.ft.
25 percent typical
Grab Strength
ASTM D4632
20,000 sq.ft.
90 lbs
Grab Elongation
ASTM D4632
20,000 sq.ft.
15 percent
Peel Strength
ASTM D4632
20,000 sq.ft.
15 lbs min.
Permeability
ASTM D5084
1,000,000 sq.ft.
<5 x 10-9 cm/sec
Irk-_
Internal Shear Strength10
ASTM D5321
prior data
Interface Shear Strengths i
ASTM D5321
prior data
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MATERIAL PROPERTY TEST TEST CERTIFIED
METHOD' FREQUENCY VALUE2
Explanatory Notes:
1. ASTM procedures modified as necessary to utilize three test specimens across the roll width.
Results are reported as the average of these three values. Size of test specimens may also differ slightly
from those indicated in ASTM methods.
2. All required values listed are minimum average roll values (MARVs) unless otherwise indicated.
3. All tensile testing on the geotextiles and on the GCL is performed with the test specimens oriented
in the machine direction.
4. The test frequency listed is based on one series of tests per woven geotextile roll. This
corresponds to an approximately frequency of one test per 50,000 square feet of GCL produced. Actual
frequency may vary slightly due to varying roll dimensions.
5. The values listed represent the non -woven geotextile before being needle -punched into the GCL.
The actual tensile strength of the non -woven may be higher but cannot be accurately measured due to
difficulties in separating it from the woven geotextile.
6. These parameters are for the bentonite as delivered to the GCL manufacturer, not for the bentonite
in the finished product.
7. ACC method derived from general methodology outlined in USP-NF-SVII.
8. Mass per unit area of the bentonite, obtained by weighing an oven -dried sample of known area
and subtracting the typical geotextile mass per unit area values. The resulting mass per unit area values
are normalized to a reference moisture content standard of 12 percent.
9. At 5 psi confining stress and 5 psi head pressure.
10. Internal and interface shear strength values are based on those required to demonstrate slope
stability with an adequate safety factor.
11. Interface between the (woven or non -woven) surface of the GCL and surface of (adjacent
geosynthetic or soil layer).
2.03 GCL PANEL DIMENSIONS
A. The minimum acceptable dimensions of full-size GCL panels shall be 15 feet in
width and 125 feet in length. "Short" rolls (those manufactured to a length greater
than 70 feet but less than 125 feet) are a necessary by-product of the GCL
manufacturing process, but will only be allowed at a rate no greater than 5 per
truckload or every 36,000 square feet, whichever is less.
2.04 SEAM OVERLAP LINES
A. A 6-inch "lap" line and a 9-inch "match" line shall be imprinted on both edges of
the upper geotextile component of the GCL as a means for providing quality
assurance of the overlap. Lines shall be printed in easily visible, non -toxic ink.
2.05 PRODUCT DOCUMENTATION
A. The manufacturer shall provide the Engineer or other designated party with
manufacturing QA/QC certifications for each shipment of GCL. The certifications
shall be signed by a responsible party employed by the manufacturer such as the
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QA/QC Manager, Production Manager, or Technical Services Manager. The
QA/QC certifications shall include:
1. GCL lot and roll numbers (with corresponding shipping information).
2. Manufacturer's tests data for raw materials used in GCL production, including,
at a minimum, mass/area data and tensile test data demonstrating compliance
with the testing frequencies and performance parameters shown in Table 1.
3. Manufacturer's test data for finished GCL product, including at a minimum,
clay mass/area data and tensile testing data demonstrating compliance with the
testing frequencies and performance parameters shown in the previous table.
4. Certificates of analysis for the bentonite clay used in GCL production
demonstrating compliance with the testing frequencies and performance
parameters shown in Table 1.
2.06 PRODUCT LABELING
A. Prior to shipment, the GCL manufacturer shall affix a label to each roll identifying
the following characteristics:
1. Product identification information (manufacturer name and address, brand
name, product code).
2. Lot number and roll number.
3. Roll length and width.
4. Total roll weight.
2.07 PACKAGING
A. The GCL shall be wound around a cardboard core 4 inches in diameter to facilitate
handling. The core is not intended to support the roll for lifting but should be
sufficiently strong to prevent collapse during transit.
B. All rolls shall be labeled and bagged in packaging that is resistant to
photodegradation by ultraviolet (UV) light.
PART 3 — EXECUTION
3.01 SHIPPING AND HANDLING
A. The manufacturer assumes responsibility for initial loading and shipping of the
GCL. Unloading, on -site handling, and storage are the responsibility of the
installer or other designated party.
B. A visual inspection of each roll should be made as it is unloaded to identify if any
packaging has been damaged. Rolls with damaged packaging should be marked
and set aside for further inspection. The packaging should be repaired prior to
being placed in storage.
C. The party responsible for unloading the GCL should contact the manufacture prior
to shipment to ascertain the appropriateness of the proposed unloading methods
and equipment to be utilized.
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3.02 STORAGE
A. Storage of the GCL rolls shall be the responsibility of the installer. A dedicated
storage area shall be selected at the job site that is away from high traffic areas and
is level, dry, and well drained.
B. Rolls should be stored in a manner that prevents sliding or rolling from the stacks
and may be accomplished by the use of chock blocks or by use of the dunnage
shipped between rolls. Rolls should be stacked at a height no higher than that at
which the lifting apparatus can be safely handled (typically no higher than four).
C. All stored GCL materials and the accessory bentonite must be covered with a
plastic sheet or tarpaulin until their installation.
3.03 EARTHWORK
A. The surface upon which the GCL is installed shall be prepared and compacted in
accordance with the project plans and drawings. All surfaces to be lined shall be
smooth and free of debris, roots and sticks, and sharp rocks larger than two inches.
At a minimum, the level of compaction should be such that no rutting is caused by
installation equipment or other construction vehicles.
B. In applications where the GCL will be subjected to a hydraulic head that exceeding
the confining stress, subgrade surfaces consisting of granular soils or gravel may
not be acceptable due to their large void fraction. In these applications, the
subgrade soils should possess a particle size distribution such that at least 80
percent of the soil is finer than 0.2 mm (#60 sieve).
C. Immediately prior to GCL deployment, the subgrade shall be final graded to fill in
all voids or cracks and then smooth -rolled to provided the best practicable surface
for the GCL. At completion of this activity, no sharp irregularities or abrupt
elevation changes shall exist in the subgrade.
D. The project CQA inspector shall certify subgrade acceptance before GCL
placement.
E. It shall be the installer's responsibility thereafter to indicate to the Engineer any
change in the condition of the subgrade that could cause the subgrade to be out of
compliance with any of the requirements listed in A, B, and C above.
F. At the top of the sloped areas of the job site, an anchor trench for the GCL shall be
excavated in accordance with the project plans. The trench shall be excavated and
approved by the CQA Inspector prior to GCL placement. No loose soil shall be
allowed at the bottom of the trench, and no sharp corners or protrusions shall exist
anywhere within the trench.
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3.04 GCL PLACEMENT
A. Placement of the GCL shall be conducted in accordance with the manufacturer's
recommendations and with the direction provided herein. Any deviations form
these procedures must be pre -approved by the Engineer.
1. During start up of the GCL installation, an agent or representative of the
Manufacturer shall provide on -site assistance and instruction to the Contractor
and Engineer regarding the appropriate installation techniques.
2. The use of equipment capable of freely suspending the GCL roll is required. A
spreader bar and core pipe are also required for supporting the roll and
allowing it to unroll freely. The core bar and spreader bar shall not bend or
flex excessively when a full roll is lifted.
3. GCL panels shall be placed with the white side (non -woven geotextile) facing
down. On sloped areas exceeding a steepness of 4H:IV, the long dimensions
of all panels shall be oriented parallel to the slope, and the ends of these panels
shall be secured in an anchor trench. Panels placed on flat areas require no
particular orientation. Panels should be placed from the highest elevation to
the lowest within the area to be lined, to facilitate drainage in the event of
precipitation. Panels shall be placed free of tension or stress yet without
wrinkles or folds. It is not permissible to stretch the GCL in order to fit a
designated area. Panels shall not be dragged across the subgrade into position
except where necessary to obtain the correct overlap for adjacent panels.
4. Panels may be placed in any weather conditions except for heavy rain and high
wind.
5. The Contractor shall unwrap and install only as much GCL in one working day
as can be covered with earthen backfill or a geomembrane. In no case shall the
GCL be exposed to the elements at the end of the day.
3.05 GCL PANEL SEAMING
A. All GCL seams shall be formed by executing a bentonite-enhanced overlap to
ensure that a continuous seal is achieved between panels.
B. A 6-inch to 9-inch overlap should exist at seam locations. The lap line and match
lines printed on the panels shall be used to assist in obtaining this overlap. The
edges of the GCL panels should be adjusted to smooth out any wrinkles, creases,
or "fishmouths" in order to maximize contact with the underlying panel.
C. After the overlying panel is placed, its edge shall be pulled back to expose the
overlap zone. Any soil or debris present in the overlap zone or entrapped in the
geotextiles shall be removed. A fillet of granular bentonite shall then be poured in
a continuous manner along the overlap zone (between the edge of the panel and
the 6-inch line), at a rate of at least one -quarter pound per lineal foot. The use of a
watering can or line chalker is recommended to improve the uniformity and
consistency of the bentonite enhancement. This process shall be conducted in
accordance with the Manufacturer's CQA plan.
D. On gently sloping areas (gentler than 4H:1 V) where seams maybe placed across
the slope, overlaps should be "shingled" so as to prevent flow into the seam.
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3.06 DAMAGE REPAIR
A. Any damage in the form of cuts or tears in the GCL, shall be identified and
repaired by the installer by cutting a patch from unused GCL and placing it over
the affected area.
B. The damaged area should be removed of all dirt and debris. A patch of GCL shall
be cut to fit over the damaged area and to extend one foot in all directions around
it. Accessory bentonite shall then be placed around the perimeter of the affected
area at the rate of one-half pound per lineal foot, and the patch shall be placed over
the damage. An epoxy -based adhesive shall be used to keep the patch in position
during backfill operations.
3.07 DETAIL WORK
A. Detail work, defined as the work necessary to seal the liner to pipe penetrations,
foundation walls, drainage structures, spillways, and other appurtenances, shall be
performed as recommended by the GCL Manufacturer.
3.08 PLACEMENT OF OVERLYING MATERIALS
A. If the cover material is soil or gravel, a minimum thickness of 9 inches shall be
placed over the GCL. The soil cover shall be free of sharp -edged stones greater
than 2 inches in size. The use of especially calcareous cover material shall be
prohibited.
B. Soil cover shall be placed with low -ground pressure equipment. A minimum
thickness of 24 inches of cover shall be kept between heavy equipment and the
GCL at all times, except when final grading. No vehicles should be driven directly
on the GCL until the proper thickness of cover has been placed. Care should be
taken to avoid damaging the GCL by making sharp turns or pivots with equipment.
C. To prevent damage to the GCL, the initial lift(s) of soil cover shall not be
compacted in excess of 85 percent Modified Proctor density.
D. When covering GCL installed on slope areas steeper than 4H:IV, the cover should
be pushed upslope to minimize tension on the GCL.
E. If the cover material is a geomembrane or other geosynthetic, precautions shall be
taken to prevent damage the GCL by restricting heavy equipment traffic.
Unrolling the geosynthetic can be accomplished through the use of lightweight,
rubber -tired equipment such as a 4-wheel all -terrain vehicle (ATV). This vehicle
can be driven directly on the GCL, provided the ATV makes no sudden stops,
starts, or turns.
F. If a textured geomembrane is placed over the GCL, a slip sheet (such as 20-mil
smooth HDPE) shall first be placed over the GCL in order to allow the
geomembrane to slide into its proper position.
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G. Any leading edge of panels left uncovered shall be protected at the end of the
working day with a waterproof sheet which is adequately secured with sandbags or
other ballast.
3.09 ACTIVATION
A. For any application in which non -aqueous liquids are to be contained (such as in
secondary containment for above -ground bulk fuel storage tanks), the GCL must
be hydrated after installation is completed. The GCL is not a barrier to non -
aqueous liquids until it is hydrated with fresh water. This is typically
accomplished by natural rainfall; however, if immediate service is required of the
line area, then the area must be artificially hydrated by applying fresh water at the
rate of one -quarter gallon per square foot for at least 72 hours prior to use.
END OF SECTION
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SECTION 02900
GEOTEXTILE FABRIC
TABLE OF CONTENTS
ARTICLE
TITLE
PAGE
1.01
SUMMARY
1
1.02
QUALITY STANDARDS
1
1.03
SUBMITTALS
1
2.01
ACCEPTABLE MANUFACTURERS
1
2.02
FABRICATION
2
3.01
INSTALLATION
2
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SECTION 02900
GEOTEXTILE FABRIC
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes:
1. Geotextile fabric for all uses as shown in drawings.
B. Related Sections include but are not necessarily limited to:
1. Section 02200 — Earthwork.
2. Section 02074 — Geocomposite.
3. Construction Quality Assurance Plan.
1.02 QUALITY STANDARDS
A. Reference Standards:
1. American Society for Testing and Materials (ASTM):
a. D1987 Test Method for Biological clogging of Geotextile or
Soil/Geotextile Filters.
b. D3776, Test Method for Mass Per Unit Area of Woven Fabric.
c. D4491, Test Method for Water Permeability of Geotextiles by Permittivity.
d. D4595, Test Method for Tensile Properties of Geotextiles by the
Wide -Width Strip Method.
e. D4833, Test Method for Index Puncture Resistance of Geotextiles,
Geomembrane, and Related Products.
1.03 SUBMITTALS
A. Shop Drawings:
1. See Section 01300 — Submittals.
2. Product technical data.
3. Manufacturer's delivery, storage, handling, and installation instructions.
PART 2 — PRODUCTS
2.01 ACCEPTABLE MANUFACTURERS
A. Subject to compliance with the Contract Documents, the following Manufacturers
are acceptable:
1. Geotextile fabric:
a. Trevira.
b. Polyfelt.
c. Mirafi.
d. Or approved equal.
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2.02 FABRICATION
A. Provide material consisting of non -woven, needle punched qeotextiles
manufactured from polyester or polypropylene filaments.
B. The geotextile materials shall be formulated or manufactured in a manner which
stabilizes the resin to ultraviolet light.
C. The geotextile materials may be manufactured from either continuous filament or
staple fibers.
PART 3 — EXECUTION
3.01 INSTALLATION
A. Install fabric in accordance with manufacturer's written recommendation.
B. Place fabric directly on the prepared surface.
C. Place geotextile on all sideslopes in continuous rolls or strips (one Piece) running
the full length of the slope (including any bench) from the anchorage at the top of
the slope to the base of the slope. No horizontal splices shall be allowed on
sideslopes unless approved by the Engineer.
D. Overlap loose material from rolls or sheets of geotextile 12 IN, minimum in the
longitudinal direction. Thermal welding or sewing shall be performed to bond
adjacent sheets of geotextile (where required), with minimum overlap of 4 IN.
E. Exercise care when installing to prevent damage to fabric.
END OF SECTION
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02900 2

SECTION 15100
VALVES
PART 1 - GENERAL
1.01 DESCRIPTION OF WORK
A. Furnish all labor, materials, equipment and incidentals required to complete and
make ready for operation, all valves and appurtenances as shown on the Drawings
and as specified herein.
B. The equipment shall include, but is not limited to, the following:
1. PVC Ball Valves
C. Related Sections:
1. 02710-HDPE Piping and Vaults
1.02 SUBMITTALS
A. Submit to the ENGINEER, within 30 days after execution of the Contract, a list of
materials to be furnished, the names of the suppliers, and the date of delivery of
materials to the site.
B. Complete shop drawings of all valves and appurtenances shall be submitted to the
ENGINEER for approval. Clearly indicate make, model, location, type, size and
pressure rating.
1.03 STORAGE AND PROTECTION
Valves and all associated accessories shall be stored and protected from damage prior to
installation.
1.04 QUALITY ASSURANCE
The CONTRACTOR shall provide written certification to the ENGINEER that all equipment
furnished complies with all applicable requirements of these Specifications.
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PART 2 - PRODUCTS
2.01 GENERAL
A. Provide valves of same manufacturer throughout where possible.
B. Provide valves with manufacturer's name and pressure rating clearly marked on the
outside of the valve body.
C. All exposed bolts, nuts, and washers for buried or submerged valves shall be stainless
steel. All exposed nuts, bolts, springs, washers, and miscellaneous hardware shall be
zinc coated in accordance with ASTM A153 unless specified otherwise.
2.02 PVC BALL VALVES
A. Ball valves shall be one-piece capsule type manufactured non -shock thermoplastic of
Type 1, Grade 1 PVC. Ball valves shall be true union design with two-way blocking
capability and shall have solvent welded socket, or NPT threaded ends. All valves
installed in HDPE piping systems shall be provided with flanged ends as specified for
HDPE pipe. Ball valves shall be of a full port design for minimal flow restriction.
Ball valves shall have Teflon seats with Viton backing cushions and Viton 0-ring
seals, and shall be designed for a 150 psi water working pressure at 73°F. Valves
shall be supplied with ABS lever operating handles, unless shown on the Drawings as
provided with a 2-inch square operating nut or electrically actuated. PVC ball valves
shall be manufactured by Asahi/America, Hayward, or approved equivalent.
PART 3 - EXECUTION
3.01 INSTALLATION
A. Valves of the size and type shown on the Drawings shall be set plumb and installed at
the locations indicated on the Drawings, in accordance with manufacturer's
installation instructions.
B. Valves shall be installed so they are supported properly in their respective positions,
free from distortion and strain. The valve weight shall not be borne by pumps and
equipment.
C. Valves shall be carefully inspected during installation. Each valve shall be opened
wide and then tightly closed and the various nuts and bolts tested for tightness.
Prevent any foreign matter from becoming lodged in the valve seat. Check and
adjust all valves for smooth operation.
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D. Install valves with the operating stem in the vertical position, unless otherwise shown
on the Drawings or recommended by the valve manufacturer.
E. Allow sufficient clearance around the valve operator for proper operation.
F. Clean iron flanges by wire brushing before installing flanged valves. Clean carbon
steel flange bolts and nuts by wire brushing, lubricate threads with oil or graphite,
and tighten nuts uniformly and progressively. Clean threaded joints by wire brushing
or swabbing. Apply Teflon joint compound or Teflon tape to pipe threads before
installing threaded valves.
G. For buried valves, the tops of valve operators shall be adjusted to the proper elevation
as shown on the Drawings.
H. Valves shall be tested hydrostatically, concurrently with the pipeline in which they
are installed.
1. Protect or isolate any parts of valves, operators, or control and
instrumentation systems whose pressure rating is less than the pressure
tests(s).
2. If valve joints leak during pressure testing, loosen or remove the nuts and
bolts, reseat or replace the gasket, reinstall or retighten the bolts and nuts and
hydrostatically retest the joints.
3. Install valve in valve vault described in Section 02710-HDPE Piping as
shown on the Construction Drawings.
3.02 INSPECTION AND TESTING
A. Following installation, operating tests shall be performed to demonstrate to the
ENGINEER that all equipment and accessories will function in a satisfactory manner.
The CONTRACTOR shall make, at CONTRACTOR'S own expense, all necessary
changes, modifications and/or adjustments required to ensure satisfactory operation.
3.03 CLEANING
A. Prior to acceptance of the work of this Section, the CONTRACTOR shall thoroughly
clean all installed materials, equipment and related areas.
END OF SECTION
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SECTION 15452
PUMPING EQUIPMENT: SUBMERSIBLE LEACHATE PUMPS
TABLE OF CONTENTS
ARTICLE TITLE PAGE
1.01
SUMMARY 1
1.02
QUALITY ASSURANCE 1
1.03
SUBMITTALS 1
2.01
ACCEPTABLE MANUFACTURERS 2
2.02
MATERIALS 2
2.03
EQUIPMENT 2
2.04
ACCESSORIES 3
2.05
FABRICATION 5
2.06
SOURCE QUALITY CONTROL 5
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SECTION 11095
PUMPING EQUIPMENT: SUBMERSIBLE LEACHATE PUMPS
PART 1 GENERAL
1.01 SUMMARY
A. The contractor shall furnish all labor, materials, equipment, and incidentals to
install the submersible leachate pumps as specified herein. Pumps shall be
submersible pumps designed for sewage and wastewater applications. Each pump
shall be furnished ready to insert in the 18-inch leachate riser pipe with rollers
attached to permit easy movement into the sump. The pumps shall be as follows
(or Engineer approved equal) as indicated in the Construction Drawings:
oo GunnCo Model P2K75.3 Sidesloper Pump Assembly (3 HP) — 65 gpm at 105
feet TDH
Pumps shall be furnished complete with all necessary accessories and controls
including, but not limited to, control panel(s), liquid level sensors, breakout
junction boxes, wiring, check valves, disconnect hoses, pull cables, and mounting
hardware.
1.02 QUALITY ASSURANCE
A. Referenced Standards:
1. American Iron and Steel Institute (AISI):
a. Steel Products Manual.
2. American National Standard Institute (ANSI).
3. American Society for Testing and Materials (ASTM):
a. A48, Standard Specification for Gray Iron Castings.
4. Factory Mutual (FM).
5. Hydraulic Institute Standards for Centrifugal, Rotary and Reciprocating Pumps
(HI).
6. National Electrical Manufacturer's Association (NEMA):
a. 250, Enclosures for Electrical Equipment (1000 Volts Maximum).
b. ICS 6, Enclosures for Industrial Controls.
7. National Fire Protection Agency (NFPA):
a. 70-1999, National Electrical Code (NEC).
8. Underwriters Laboratories, Inc. (UL).
B. It is the intention of these Specifications that the pump, control panel, level
controls, and flow meter be sole source (i.e., provided by one supplier) who shall
assume responsibility for the operation of the system.
1.03 SUBMITTALS
A. Shop Drawings showing all important details and dimensions.
B. Operation and Maintenance Manuals.
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PART 2 — PRODUCTS
2.01 ACCEPTABLE MANUFACTURERS
A. Subject to compliance with the Contract Documents, the following manufacturers
are acceptable:
1. Submersible Leachate Pumping System:
a. EPG Companies.
b. Leachator.
c. GunnCo.
2. Control Components:
a. Square D.
b. Westinghouse/Cutler Hammer.
c. Siemens.
B. Submit requests for substitution in accordance with Section 01640 —Product
Substitutions.
C. Named manufacturers must provide equipment of the highest quality which
complies with the Specification as written. All exceptions must be submitted by
the equipment manufacturer for Engineer's consideration prior to bid. Any
deviations or exceptions not approved prior to bid shall be cause for rejection of
equipment.
2.02 MATERIALS
A. Furnish unit component meeting or exceeding the following material
specifications:
1. Pump case: 304 Stainless Steel.
2. Motor housing: 304 Stainless Steel.
3. Impeller: 304 Stainless Steel.
4. Shaft: Stainless Steel, ANSI Series 300 or 400.
5. Wear ring: Corrosion and wear resistant materials.
6. O-rings: Buna-N or Nitrile rubber or viton.
7. Bolts and nuts: Stainless Steel.
8. Lower ring seal: Silicon -Carbon.
9. Upper ring seal: Carbon -Ceramic.
10. Seal metal parts: Stainless Steel.
2.03 EQUIPMENT
A. Performance Requirements:
1. Submersible Leachate Pump (LP-1 Replacement):
a. Design condition: 65 gpm at 105 FT TDH.
b. Maximum pump speed: 3600 rpm.
c. Nameplate horsepower: 3 HP.
d. Drive type: Constant speed.
e. GunnCo Model P2K 75.3 or equal.
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2.04 ACCESSORIES
A. Carriage:
1. Pump shall be mounted in a 300 series stainless steel carriage sized for use in
the specified HDPE riser pipe with a constant inside diameter set at a 2:1 slope.
2. The carriage shall provide a low center of gravity and all wheels shall remain
in contact with the contour of the riser pipe.
3. The carriage shall be designed to allow removal of pump and motor should be
required.
4. Provide a retrieval cable of 300 series stainless steel complete with stainless
steel snap hook and associated hardware.
B. Discharge Hose and Fittings:
1. Discharge hose shall be rated at 300 psi and -20 DegF to 180 DegF.
2. All fittings shall be 300 series stainless steel, as recommended by hose
manufacturer.
C. Control Panel:
Interface with the existing control panel, which has the following features:
a. The existing control panel provides level control, pump operation, and
motor protection. The control panel provides alternating duplex control of
the primary pumps and simplex operation of the secondary pump. Control
panel power is 480V, 3 phase, 3 wire, grounded wye.
b. Control panel is a NEMA 4X stainless steel enclosure with a rain guard and
lockable outer cover. The door shall open a minimum of 180 degrees.
c. The inner door is a steel dead front mounted on a continuous aircraft type
hinge. The dead front door contains cutouts for the mounted equipment
and operator accessible equipment, and provide protection of personnel
from live internal wiring.
d. Operator accessible components mounted on the dead front door shall
include the following:
1) H-O-A switch for each pump.
2) STAND-BY indicating light (amber).
3) RUN indicating light (green).
4) OVERLOAD indicating light (red).
5) Digital read out level indicator.
6) Elapsed run time meter.
7) Main disconnect breaker switch.
8) Pump breaker switch.
9) Control circuit breaker switch.
10) Digital read-out flowmeter.
e. The panel power distribution includes necessary components and is wired
with standard copper conductors rated at 90 DegC. Control wiring shall be
a minimum of 16 gauge and installed in Panduit type wiring trays.
f. Breakers:
1) Individual circuit breakers are provided for main power, pump, and
control circuits. All circuit breakers shall be heavy-duty thermal
magnetic or motor circuit protectors similar and equal to Square D type
FAL. Circuit breakers are indicating type, providing ON -OFF -TRIP
165-276 Anson County Landfill November 2018
Phases 4 Et 5
15452-3

positions. When the breaker is tripped automatically, the handle shall
assume a middle position indicating TRIP.
2) Thermal magnetic breakers are quick -make and quick break on manual
and automatic operation and have inverse time characteristics secured
through the use of bi-metallic tripping elements supplemented by a
magnetic trip.
3) Breakers are designed so that an overload on one pole automatically
trips and opens all legs. Field installed handle ties are not acceptable.
g. Motor starter is open frame, across the line, NEMA rated with individual
overload protection in each leg. Motor starter contact and coil are
replaceable from the front of the starter without removing it from its
position. Overload heaters are block type, utilizing melting alloy spindles
and shall provide visual trip indication and an alarm contact for alarming
signals. The overload is sized for the full load amperage draw of the pump.
Adjustable type overloads, definite purpose contactors, fractional size
starters, and horsepower rated contactors or relays are not acceptable.
h. A control transformer is used to provide the 120 VAC for control circuits.
i. Transient voltage surge suppression (TVSS) is provided on incoming
power and on control voltage source. Device is UL 1449 listed.
j. A thermostat controlled heater is provided to control the inside temperature
above the dew point to alleviate the buildup of condensate in the control
enclosure.
k. A corrosion inhibitor is provided with the enclosure.
1. A top -mounted red visual high level alarm beacon, which shall be
weatherproof and shatterproof, is provided with a 40 watt light.
D. Level Control:
1. A panel mounted controller with digital readout display provides level
indication of the sideslope sump. The pump "ON -OFF -HIGH LEVEL"
selection is through level indicating/controller that allows check/adjustment of
level settings and screwdriver adjustment operation. The controller unit will
accept a 4 to 20 ma signal from the transducer and provide a level indication
readout of 0 to 138 inches of liquid.
2. A submersible transducer is provided. The transducer is 316 stainless steel and
shall be mounted to the pump carriage. The unit provides a 4 to 20 ma signal
output to the control unit over the entire range at levels encountered in the
basin. Static accuracy rating is not less than 1.0 percent. A sensor mounted
surge arrestor is installed.
3. Coordinate operation of Pump LP-1 with existing level control system
including provision of all required ancillary equipment required for a complete
and operational system.
E. Cable Fittings:
1. Non-metallic gas tight cable exit fittings properly sized for the power and
control cables shall be provided.
F. Existing Flow Meter System:
1. Flow meter system is designed to register flow and record totalized flow rate
for each pump.
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2. Sensor is paddlewheel type and designed to ensure unimpeded operation.
Sensor is linear with a repeatability factor of f.5 percent.
3. Flow meter is front panel programmable and includes LCD display. Each unit
includes a bi-directional, 8-digit flow rate and recording totalizer.
2.05 FABRICATION
A. General:
1. Provide pumps capable of handling primary landfill leachate.
2. Design pump to allow for removal without entering the wet well and without
removal of bolts, nuts, or other fastenings.
B. Impeller:
1. Provide closed impeller in accordance with Hydraulic Institute Standards.
2. Provide wear ring as necessary to assure efficient sealing between volute and
impeller.
C. Shaft:
1. Design pump shaft of sufficient size to transmit full driver output.
2. Use shaft which is accurately machined and constructed with sufficient
materials.
D. Bearings:
1. Support shaft on upper and lower permanently lubricated bearings with a
minimum B-10 life of 15,000 HRS.
E. Motors:
1. Provide motor of totally submersible design, constructed with epoxy or poly -
seal encapsulated windings, air -filled or dielectric oil filled, with Class F
insulation and rated for continuous duty operation.
2. Motor shall be 3 Phase, 60 cycle, 480 V.
F. Miscellaneous:
1. Provide pump fit -up as required to use existing 3 IN discharge piping and
safety retrieved cable.
2.06 SOURCE QUALITY CONTROL
A. Secure from the pump manufacturer the following inspections and tests on each
pump before shipment from factory:
1. Check impeller, motor rating, and electrical connections for compliance with
Specification.
2. Test motor and cable insulation for moisture content or insulation defects.
3. Run pump for 30 minutes submerged.
PART 3 — EXECUTION — NOT USED.
END OF SECTION
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APPENDIX E
DESIGN HYDROGEOLOCIGAL REPORT

DESIGN HYDROGEOLOGIC INVESTIGATION REPORT FOR THE
PHASE 5 LANDFILL EXPANSION AREA
ANSON WASTE MANAGEMENT FACILITY
375 DOZER DRIVE
POLKTON, NORTH CAROLINA 28135
ANSON COUNTY
FACILITY PERMIT NO, 0403
Prepared For:
CHAMBERS DEVELOPMENT OF NORTH CAROLINA, INC.
A WHOLLY OWNED SUBSIDIARY OF WASTE CONNECTIONS, INC.
265 BROOKVIEW CENTER WAY, SUITE 205
KNOXVILLE, TENNESSEE 37919
Prepared By:
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
1900 CENTER PARK DRIVE, SUITE A
CHARLOTTE, NORTH CAROLINA 28217
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Edward H. Stephens, L.G.
Project Manager
CEC Project 165-276
March 13, 2018
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Scott L. Brown, P.E.
Vice President
CAVIAW API
Civil & Environmental Consultants, Inc.
1900 Center Park Drive, Suite A I Charlotte, NC 28217 1 p: 980-237.0373 f: 980-237-0372 1 www.cecinc,com

TABLE OF CONTENTS
1.0 INTRODUCTION.............................................................................................................. I
1.1
BACKGROUND AND PURPOSE........................................................................ 1
1.2
SITE LOCATION................................................................................................... 2
1.3
PHYSICAL SETTING........................................................................................... 2
1.4
REGIONAL GEOLOGY........................................................................................ 2
1.5
LOCAL GEOLOGY............................................................................................... 3
1.6
LOCAL HYDROGEOLOGY................................................................................. 5
2.0 SCOPE OF DESIGN HYDROGEOLOGIC INVESTIGATION
ACTIVITIES......................................................................................................................7
2.1 PURPOSE AND INTENT OF SITE INVESTIGATION ...................................... 7
2.2 RELIANCE ON PREVIOUS DATA..................................................................... 7
2.3 CURRENT SITE CONDITIONS........................................................................... 8
2.4 SITE DATA COLLECTION METHODS.............................................................. 9
3.0 GEOLOGIC DATA EVALUATION.............................................................................14
3.1 WEATHERED RESIDUUM AND ROCK DESCRIPTION AND
ANALYSIS........................................................................................................... 14
4.0 HYDROGEOLOGIC DATA EVALUATION..............................................................20
4.1 SITE HYDROGEOLOGIC CHARACTERIZATION ......................................... 20
5.0 ESTIMATION OF SEASONAL HIGH WATER TABLE..........................................28
5.1 SHORT-TERM WATER LEVELS...................................................................... 28
5.2 LONG-TERM WATER LEVELS........................................................................ 28
5.3 ESTIMATION OF THE SEASONAL HIGH WATER TABLE ......................... 29
6.0 CONCLUSIONS..............................................................................................................30
7.0 RECOMMENDATIONS.................................................................................................34
8.0 REFERENCES.................................................................................................................35
TABLES
Table 1 — Piezometer/Well Construction and Water Level Data
Table 2 — Depth -to Bedrock and Rock Quality Data
Table 3 — Historical Water Level Data from Landfill Monitoring Wells
Embedded Tables
Table 4-1 — Vertical Hydraulic Gradient Data
Table 4-2 — Statistical Horizontal Hydraulic Conductivity Data
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Table of Contents (continued)
Page ii
FIGURES
Figure 1 — Site Location Map
Figure 2 — USGS Topographic Map
Figure 3 — Detailed Site Map
Figure 4 — Topographic Lineament Map
Figure 5 — Generalized Top -of -Bedrock Contour Map
Figure 6 — Interpretative Map of Study Area Magnetic Anomalies
Figure 7a — Groundwater Potentiometric Map — May 31, 2017
Figure 7b — Groundwater Potentiometric Map — December 14, 2017
Figure 7c — Projected Maximum Seasonal High Water Table
Figure 8a — Hydrogeologic Cross -Section
Figure 8b — Hydrogeologic Cross-section
Figure 9 — Phase 5 Areas Susceptible to Forming Seeps by Lowering Existing Topography
Figure 10 — Potentiometric Map Superimposed on Magnetic Survey Data
APPENDICES
Appendix A — Phase 5 Boring Logs
Appendix B — Temporary Piezometer Construction Records
Appendix C — Permanent Monitoring Well Construction Records
-ii- Design Hydrogeologic Investigation Report
Civil &Environmental Consultants, Inc. March2018

1.0 INTRODUCTION
1.1 BACKGROUND AND PURPOSE
The Anson Waste Management Facility is situated in the south-central portion of Anson County,
North Carolina. A site location and USGS area topographic maps are presented in the attached
Figures 1 and 2, respectively. The landfill facility is classified as a municipal solid waste (MSW)
landfill and operates under Permit Number 0403. Development of the landfill facility is
progressing incrementally in five phases with each phase being comprised of smaller cells. The
general intent is to construct a phase incrementally within the landfill when needed. Permits to
Construct for Phase 1 and Phase 2 expansions were issued by the North Carolina Division of
Environmental Quality (NCDEQ) Solid Waste Section (SWS) in 2000 and 2008, respectively. The
footprint of Phase 1 is approximately 40.38 acres, and Phase 2 consists of 32.78 acres. Both of
these existing phases are currently operational. A Permit to Construct Application for Phases 3
and 4 was completed by Civil & Environmental Consultants, Inc. (CEC) in November 2016, and
has been subsequently submitted to the NCDEQ-SWS for review and approval. Phases 3 and 4
will include a total of 60 acres, bringing the total landfill area to 133 acres. The facility owner has
recently initiated the preliminary site suitability studies for the subject Phase 5 expansion landfill
area that is the subject of this report.
The landfill facility owner, Chambers Development of North Carolina, Inc., engaged CEC to
conduct a Design Hydrogeologic Investigation of the subject Phase 5 expansion area that lies
adjacent and to the northwest of Phases 3 and 4. CEC performed the hydrogeologic investigation
in two stages in general accordance with the approved Work Plan for Design Hydrogeologic
Investigation (Revision 1) — Proposed Phase 5 Landfill Expansion Area Anson Waste Management
Facility dated February 7, 2017, and the proposed additional field studies to fill data gaps verbally
discussed with Mr. Perry Sugg, NCDEQ Solid Waste Permitting Section Hydrogeologist, in a
meeting on August 30, 2017.
The preliminary Phase 5 expansion footprint contains approximately 83 acres. A detailed site map
is attached as Figure 3 that depicts the preliminary Phase 5 boundaries and the approximate
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locations of piezometers and permanent monitoring wells that were installed during the subject
Phase 5 Design Hydrogeologic Investigation. Detection groundwater monitoring wells that were
previously proposed for the Phase 3 & 4 expansions were installed during the subject investigation
within the subject Phase 5 expansion area at the approximate locations shown on Figure 3. CEC
performed the associated field activities in an initial stage from April -June 2017 and a second stage
from November -December 2017.
1.2 SITE LOCATION
The facility is located in south-central Anson County between Polkton and Wadesboro. The site
is situated off Highway 74 at Dozer Road approximately 5,400 feet east of the city limits of
Polkton, NC. The general geographic coordinates of the land parcel are 350 00' 05.00" N and 80'
10' 07.60" W. A site location map is provided as Figure 1.
1.3 PHYSICAL SETTING
The site is bounded on the northwest by Brown Creek, on the east by Pinch Gut Creek, and on the
south by the CSX railroad. The immediate surrounding area is rural and primarily wooded. There
is limited residential development south of the landfill facility. Site topographic features are shown
on the USGS Polkton, NC 7.5-Minute Topographic Quadrangle Map that is presented in Figure 2.
The site consists of a series of rolling hills that reach elevations of±300 feet above mean sea level
and low-lying areas adjacent to Brown and Pinch Gut Creeks at an elevation low of approximately
240 feet above sea level. Generally, surface drainage from the landfill facility is to the northwest
toward Brown Creek and northeast toward an unnamed tributary of Pinch Gut Creek.
1.4 REGIONAL GEOLOGY
The subject site is underlain by rocks of the Carolina Slate Belt (CSB), a region in the eastern
North Carolina Piedmont that about 540-600 million years ago was a chain of volcanic islands on
the other side of a wide ocean. The volcanoes occurred along an active plate boundary referred to
as a subduction zone. The volcanic island arc is believed to have formed close to the western
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margin of South America and moved to collide with eastern North America at a later time.
Regional metamorphism occurred during the collision.
The CSB contains two rock suites —
Uwharrie or Albemarle suite confined to
lithologies occurring in the Uwharrie
Mountains and Virgilina suite
comprising the rest of the CSB outside
the Uwharrie Mountains. The Virgilina
suite is believed to have developed as a
= Triassic Basins
Figure 1.4 — Regional geologic map of NC showing
location of Carolina Slate Belt from Rogers 1999,
North Carolina Geological Survey 1998.
primitive island arc on oceanic lithosphere. Development primarily in an ocean basin caused the
generation of silicic volcanic rocks high in sodium and low in potassium referred to as "felsic"
rocks. Most of the volcanic rocks are believed to have originated by consolidation of fragments
erupted from volcanoes. Fine-grained volcanic ash accumulations called "tuff' were deposited by
air -borne ash clouds. Ash deposits may have also been water -borne. The volcanic rocks later
underwent low-grade metamorphism during accretion with the North American plate.
Diabase dikes were intruded into the country -rock about 200 million years ago as supercontinent
Pangaea split apart and the Atlantic Ocean began to form. Tectonic rifting formed cracks down to
magma in the earth's lower crust allowing the upward intrusion of diabase. Diabase is a type of
basalt that is fine- to medium -grained, dark in color, and rich in calcium, iron, and magnesium.
The exposed dikes produce a strong magnetic signature that is useful for non -intrusive mapping
employing geophysical (e.g. magnetic) methods.
1.5 LOCAL GEOLOGY
Based on the geologic data collected during the study, the Phase 5 expansion area appears to be
solely underlain by CSB lithologies. The predominant rock type is a well -bedded, fine-grained
felsic meta -volcanic rock or meta -tuff. Bedding thickness as observed in fresher rock cores varies
from a fraction of an inch to several inches. The bedding angle observed in cores typically ranged
from subhorizontal to 400. Exposed outcrop exhibits a "slaty" bedding plane cleavage. Weathered
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unconsolidated saprolite material and
'.i
more competent rock were observed to
be quite uniform in composition and
texture across the entire Phase 5 area.
Surficial unconsolidated materials from
the ground surface to a depth of
typically five to eight feet below ground _
surface (bgs) are red -brown slightly
clayey silt to slightly clayey sandy silt.
Deeper saprolite up to approximately 30
feet bgs consist of tan and gray slightly sandy silt. Dense partially weathered rock (PWR)
consisting of slightly sandy silt and rock fragments was encountered at various depths from 3.5
feet bgs to 28.5 feet bgs. The observed maximum PWR thickness was 45 feet. In several borings,
a PWR zone was not present.
Surficial rocks have differentially
weathered to form an upper "saprolite"
zone consisting of unconsolidated
slightly clayey silts and sandy silts
transitioning at depth to partially
weathered rock (PWR) that contains rock
fragments, often contains boulders, and is
denser and less weathered than the
overlying saprolite materials.
Underlying rocks are typically fine-
grained and exhibit variable fracture density that diminishes with increasing depth. A detailed site
geologic characterization is provided in Section 3.1.
Rock cores obtained with an NQ2 core barrel were classified as tan -to -gray, well -bedded, fine-
grained felsic meta -tuff. The cores generally contained sub -horizontal and high -angle fractures,
with a less frequently occurring approximately 45-degree fracture set. Most observed small -
aperture fractures were "healed" by subsequent mineral precipitation. Wider fractures were largely
Civil & Environmental Consultants, Inc. -4- Design Hydrogeologic Investigation Report
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open and their surfaces were coated with iron
and/or manganese oxides. As seen in the inset
photograph, fracture frequency was high
immediately below the depth of auger refusal,
but typically diminished significantly with
increasing depth.
Figure 1.5c — NQ2 rock core run showing
high -density fractures in upper 10 feet.
A weathered high -angle diabase dike was observed in a recent cut face in a soil borrow area within
the Phase 5 expansion near MW-15 (see inset photograph and mapped location on Figure 6). The
exposed dike had a measured strike of approximately N05°E and dip of approximately 60° E. The
width of the dike was approximately six feet. The exposed portion of the dike is weathered to an
unconsolidated red -brown clay soil with large angular black boulders. The unweathered boulders
possessed a medium -grained crystalline
texture.
The strong magnetic signature produced by
the mafic mineralogy of the diabase rock
allowed for non -intrusive mapping
employing geophysical (magnetic) methods.
The magnetic survey data and results are
summarized in Section 3.1.
1.6 LOCAL HYDROGEOLOGY
Three basic hydrogeologic units have been characterized at the site by others. The uppermost
hydrogeologic unit consists of two density -based zones that are unconfined or under "water table"
conditions within the saprolite zone. The uppermost density unit consists of unconsolidated clayey
silt that grades downward to a more dense, variably cemented slightly sandy silt and silt. The
middle hydrogeologic unit consists of dense slightly sandy silt and rock fragments. As viewed in
recent on -site exposures, PWR contained boulder -sized rocks juxtaposed in a matrix of more
Civil & Environmental Consultants. Inc. -5- Design Hydrogeologic Investigation Report
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weathered, variably cemented residuum. The middle unit may be unconfined or locally partially
confined. A third lower hydrogeologic unit is underlying fractured bedrock within which
groundwater occurs in fractures under unconfined to partially confined conditions. The density of
bedrock fracturing and fracture apertures tend to decrease with increasing depth such that
groundwater flow is significantly restricted within a depth of 100 to 200 feet.
Groundwater recharge largely occurs over broad uplands and gentle slopes. Little recharge occurs
in areas of steeper topography. Typically, groundwater occurrence is unconfined and localized
within a relatively porous PWR zone (middle hydrogeologic unit), which transitions with depth to
bedrock, or it is unconfined or semi -confined in bedrock fractures (lower hydrogeologic unit).
Groundwater discharge occurs along area streams (i.e., Brown Creek and Pinch Gut Creek), which
converge at the northern corner of the site. A detailed site hydrogeologic characterization is
presented in Section 4.1.
Apure S1$. u-,w, w, oercwie, ec.�M.�w w^wre ru
4�pW+low xenr [�%Itwln y1N �q1 10 N[ WifK IACW. Nnl mnKf
typ� !a Rsrirpe pdna In the lw)n['K the l�blri la
eA�wKtw1 lhn.e]h F,r��.es
Figure 1.6 — Model of Piedmont
hydrogeologic system from Ground
Water Atlas of the US, USGS, HA 730G.
Civil & Environmental Consultants. Inc. -6- Design Hydrogeologic Investigation Report
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2.0 SCOPE OF DESIGN HYDROGEOLOGIC INVESTIGATION ACTIVITIES
2.1 PURPOSE AND INTENT OF SITE INVESTIGATION
The purpose of the Design Hydrogeologic Investigation is to provide a suitable site -specific
hydrogeologic characterization of the Phase 5 expansion area at the Anson Waste Management
Landfill facility. A secondary aim of the field data collection activities is to provide geotechnical
data for use in geotechnical engineering analyses (i.e. stability, settlement, etc.) of the Phase 5
landfill design, which will be provided in a separate report. Generally, the intent of the work
performed during the Design Hydrogeologic Investigation was to:
• Satisfy the requirements of NC Solid Waste Rules 15 NCAC 13B .1623 (a) Site
Hydrogeologic Report and .1623 (b) Design Hydrogeologic Report.
• Investigate the proposed landfill area in order to adequately characterize the hydrogeology
within and adjacent to the area proposed for waste disposal. The findings of the site
hydrogeologic investigation shall be used to:
1. Prepare a Design Hydrogeologic Investigation Report, which when combined with the
Landfill Siting Study will demonstrate that the Phase 5 expansion site is suitable for
the development of a MSW Landfill.
2. Develop a Ground Water Monitoring Plan, which will be included in the Permit
Application.
• Investigate the landfill area in order to adequately characterize the subsurface conditions
and obtain/test samples for use in geotechnical engineering analyses (i.e. stability,
settlement, etc.) of the landfill design. The results of the geotechnical engineering analysis
will be included in the Permit Application.
2.2 RELIANCE ON PREVIOUS DATA
On behalf of the facility owner, CEC recently submitted to the NCDEQ-SWS a Permit to Construct
Application for Phases 3 and 4 within which Appendix E includes a Design Hydrogeologic
Investigation Report prepared by SCS Engineers, PC dated October 5, 2015. This appended report
provides a discussion of hydrogeologic data collected at the site since GZA Environmental, Inc.
performed initial site suitability work in 1992.
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TRC Environmental prepared a Phase 1 Design Hydrogeologic Report dated December 1998. The
Phase 1 document included the Water Quality Monitoring Plan and deep coring data. The earlier
site studies focused on diabase dikes and included borings advanced to depths up to 200 feet.
ESP Associates and Davis Garrett & Associates completed the Phase 2 design study between 2003
and 2007. The Phase 2 investigation included 41 soil borings within which 34 piezometers were
constructed, including seven nested pairs. In addition, the Phase 2 study included 35 slug tests to
determine hydraulic conductivities of the defined hydrogeologic units.
SCS Engineers, PC prepared the Design Hydrogeologic Investigation Report included in the recent
Permit to Construct Application for Phase 3 and 4. The combined Phase 3 & 4 hydrogeologic
study included 34 new borings that were advanced to auger refusal to characterize the top -of -
bedrock surface. All but four borings encountered the water table such that 30 piezometers were
constructed. Rock was cored at three site locations. Previous available information included rock
core data from eight earlier borings. Like the Phase 5 expansion area, Phase 3 & 4 areas are
predominantly underlain by CSB felsic meta -volcanic rocks.
2.3 CURRENT SITE CONDITIONS
Portions of the study area have been used for soil borrow, which altered the original topography.
The most current updated topographic map is shown in Figure 3. Also, unimproved drilling access
roads were cleared across the Phase 5 expansion area prior to conducting the subject field data
collection activities.
The study area is bounded to the west and northwest by Brown Creek. Surface drainage across
the area is directed toward Brown Creek by a dendritic network of numerous drainage swales
and/or channels, most of which are ephemeral. At least one incised drainage channel shown on
Figure 4 is a "blue line" stream. The drainage features align with regional jointing and seem to
reflect fracture patterns that extend beneath the Phase 5 footprint; thus, making the drainage
features logical places to monitor groundwater quality.
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In -place rock outcrops have been unearthed in the soil borrow area near MW-15 (see photographs
in Section 1.5). In addition, rock outcrops were exposed in the Phase 3 and 4 expansion areas by
previous soil borrow excavations. Strike and dip measures were taken on fracture surfaces in two
outcrop areas of meta -volcanic rock, and the structural orientation was also established of a diabase
dike exposed in a recent cut face (see photograph in Section 1.5). These structural data are
discussed in Section 3.1.
2.4 SITE DATA COLLECTION METHODS
The work plan for the recent site hydrogeologic evaluation incorporates existing data obtained by
others in Phases 3 and 4, and provides for the collection and evaluation of geologic/hydrogeologic
data from new borings, piezometers, and permanent monitoring wells installed within the Phase 5
footprint. Based on this approach, CEC initially designed for 33 new borings/piezometers/wells
to provide data collection points for the hydrogeologic characterization of the Phase 5 area. These
initial borings/piezometers/wells were constructed in April -May 2017. Following an evaluation
of the acquired data from the initial phase of field activities conducted from April -June 2017, CEC
provided a second round of field oversight for the installation of eight additional
borings/piezometers to obtain further data to fill data gaps. The second phase of field activities
occurred from November -December 2017. The approximate locations of Phase 5
piezometers/wells are shown on Figure 3. A tabulated soil boring completion summary is
presented in the attached Table 1.
Soil Borings
The advancement of soil borings and installation of
temporary piezometers and permanent monitoring
wells were performed by North Carolina -certified
well drillers, Red Dog Drilling LLC and their
subcontractor Summit Engineering. Red Dog Drilling
employed a CME-45 drill rig mounted on rubber
tracks and Summit Engineering utilized a CME-55
drill rig mounted on an ATV buggy (see inset
Figure 2.4 — CME-55 drill rig
mounted on rubber -tired ATV.
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photograph). Soil borings were advanced using 2.25-inch I.D. hollow -stem augers to a depth of
auger refusal. Sampling of unconsolidated subsurface materials was conducted using an auto
hammer per Standard Penetration Testing (SPT) methods as specified in ASTM D 1586 with split -
spoon sampling every five feet, in which the first ten feet of each borehole were sampled at 0-1.5
feet, 3.5-5.0 feet, and 8.5-10.0 feet. At two proposed boring locations (PZ5-12D and PZ5-11D)
where the terrain was found to be too steep for drilling access, the locations were offset about 100
feet upslope for safe drilling and suitable piezometer installation.
Undisturbed soil, saprolite, and partially weathered rock samples recovered in the split -spoon
sampler were visually classified and logged by a North Carolina -licensed geologist. For each
recovered sample, a sample I.D., sample collection depth, sample description, and SPT blow
counts were recorded on a field boring log. Soils were classified in accordance with ASTM
D2487-11 (Unified Soil Classification System). Where encountered in a boring, depth -to -
groundwater, cave-in depth, auger or roller cone refusal, and other drilling conditions were noted
on the field boring log. The Phase 5 boring logs recorded by CEC are provided in Appendix A.
CEC engaged Summit Engineering to provide geotechnical testing of representative
unconsolidated subsurface material samples. Summit placed a representative portion of each SPT
sample in a glass jar upon its recovery for subsequent laboratory classification and testing by
Summit. Summit collected bulk subsurface unconsolidated soil samples in bags from 12 new
borings for subsequent geotechnical testing. Each bulk sample was taken as a composite of soil
recovered from the ground surface to 15 feet below grade in each boring. In addition, Summit
advanced Shelby tubes as specified in ASTM D1587 at four selected boring locations (PZ5-3S,
PZ5-6S, PZ5-17S, and PZ5-21S.
Rock Coring
Summit performed NQ2-size rock coring in 14 borings spread across the Phase 5 footprint. The
drilling strategy was to advance hollow -stem augers to auger refusal, then set a temporary 0.75-
inch-diameter hand -slotted piezometer to the depth of auger refusal to allow time for groundwater
recharge. Where a temporary piezometer was later observed to be dry at auger refusal, rock coring
was performed to advance the borehole within bedrock to encounter groundwater. Rock cores
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were also obtained when four deeper piezometer pairs were installed to provide nested piezometer
clusters.
Rock coring was performed using an NQ2 wireline apparatus generally for a total core run of five
feet. The CEC field geologist performed a visual description, and estimated percent core recovery
and a rock quality designation (RQD) value for each core run in accordance with ASTM D6032-
08. Recovered rock cores were organized in sequence and placed in wooden core boxes for later
reference, if needed (see photographs in Section 1.5). Rock quality data are summarized in Section
3.1.
Structural Measurements on Exposed Outcropping Rocks
A CEC geologist employing a Brunton compass made several strike and dip measurements of
fracture surfaces within the outcropping rock exposed in the soil borrow areas adjacent to and
within the Phase 5 footprint. These structural data are discussed in Section 3.1.
Lineament Analysis and Rose Diagram
As presented in Figure 4, CEC mapped the topographic lineaments identified on a local portion of
the USGS Polkton, NC 7.5-Minute Topographic Quadrangle Map to provide a lineament analysis
to evaluate regional geologic structure trends in the study area. Based on frequency count, CEC
generated a rose diagram that shows the predominant lineament orientations.
Magnetometer Survey for Diabase Dikes
The strong magnetic signature produced by the mafic mineralogy characteristic of the local diabase
rock allowed for non -intrusive mapping employing magnetic methods. CEC engaged GEL
Engineering of NC, Inc. (GEL) to conduct a magnetometer survey within the Phase 5 footprint.
GEL technicians performed a total field magnetic survey utilizing a Geometries G-858 Cesium
Vapor magnetometer. Specific survey transects were made along available access roads across
the Phase 5 area as shown on Figure 8. The magnetic survey data and interpretation are
summarized in Section 3.1.
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Piezometers
As previously described, piezometer borings were initially advanced using 2.25-inch I.D. hollow -
stem augers to a depth of auger refusal. Then a temporary 0.75-inch-diameter hand -slotted
piezometer was set to the depth of auger refusal to allow time for groundwater recharge. Where a
temporary piezometer was later observed to be dry at auger refusal, rock coring was performed to
advance the borehole within bedrock to encounter groundwater. When groundwater was
confirmed in a shallow or bedrock temporary piezometer, the borehole was then thoroughly
flushed with clean well water; the temporary 0.75-inch piezometer pipe removed; and a two -inch -
diameter Schedule 40 casing and 0.01-inch machine -slotted well screen was installed in the flushed
borehole. A sand filter was emplaced in the boring annulus to a height of approximate two feet
above the piezometer screen. Bentonite pellets were added to the boring annulus from the top of
the sand filter to the ground surface. Each piezometer casing extended to approximately 2.5 feet
above the ground surface, and the opening was secured with an expansion well plug or PVC cap.
Temporary piezometers were constructed in general accordance with the applicable N.C. Well
Construction Standards. New piezometer construction records are provided in Appendix B.
A total of 26 discrete data stations comprised of either a single piezometer or two-piezometer well
nest were installed during the hydrogeologic investigation for the Phase 5 expansion area. As
summarized in Table 1, piezometers were designated either "PZ5-Xs" or "PZ5-xD". The "S" in a
piezometer I.D. indicates the screen was installed above bedrock (or auger refusal) and the "D"
indicates the screen was installed in bedrock. The approximate mapped locations of these
piezometers are depicted on Figure 3. A tabulated summary of piezometer construction data is
present in Table 1. Piezometers were installed on hilltops, slopes, and within drainage swales to
provide hydrogeology data from the various topographic settings across the study area.
Nested Piezometers
CEC oversaw the installation of five nested (shallow -deep well cluster) piezometers (PZ5-5S/5D,
PZ5-6S/6D, PZ5-8S/8D, PZ5-14S/14D, and PZ5-20S/20D) to provide well pairs to measure
vertical hydraulic gradients across the site. Adding in the deeper nested piezometers, a total of 31
piezometers were installed for the Phase 5 study. Mid -points of the screens of the piezometers
making up the respective nested pairs were vertically separated a minimum of 10 to 20 feet. The
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approximate locations of nested piezometers are shown on Figure 3. Nested piezometer
construction details are summarized in Table 1. Piezometer construction records are provided in
Appendix B.
Permanent Groundwater Monitoring
In addition to the aforementioned piezometer network, the work plan provided for the installation
of eight permanent groundwater monitoring wells within the Phase 5 footprint, which are designed
to monitor groundwater quality for the adjacent Phase 3 and 4 expansion areas. With these new
monitoring wells, a total of 34 discrete data stations were established as a part of the hydrogeologic
investigation for the Phase 5 expansion area. Permanent monitoring wells (MW-13S, MW-14D,
MW151), MW-16S, MW-17S, MW-18S, MW-19S, and MW-20S) were installed at the
approximate locations shown on Figure 3. The well I.D. designations "S" and "D" indicate the
screen was installed above or within bedrock (or auger refusal), respectively. Monitoring wells
and piezometers were similarly installed, except that each permanent well was constructed with a
two -foot bentonite seal above the sand filter and the remaining annulus filled with cement grout to
the ground surface. Each wellhead was completed with a concrete well pad, lockable -hinged
protective cover, and well information tag. Permanent monitoring well construction details are
summarized in Table 1, and well construction records are included in Appendix C.
Piezometer/Well Elevation Survey
A North Carolina -registered land surveyor, Lawrence and Associates, P.A., established the map
coordinates (as approximately shown on Figure 3) and elevations of the newly installed
piezometers and monitoring wells. Top -of -casing and ground elevations were established for each
piezometer and monitoring well. Piezometer/well elevation data are provided in Table 1.
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3.0 GEOLOGIC DATA EVALUATION
Field data was compiled and analyzed to: a) provide a detailed description of the geologic units
and hydraulic properties of each geologic unit; b) generate geologic boring logs and rock quality
descriptions (i.e. percent core recovery and RQD); c) prepare a depth -to -bedrock contour map; d)
prepare a groundwater potentiometric map; e) determine horizontal and vertical hydraulic
gradients; and f) determine the direction and rate of ground water flow within the uppermost
aquifer system.
3.1 WEATHERED RESIDUUM AND ROCK DESCRIPTION AND ANALYSIS
Unconsolidated Saprolite
The weathered zone or residuum is generally characterized as consisting of an uppermost soil zone
of unconsolidated orange to red clayey silt or clayey sandy silt grading to more dense uniform
slightly sandy silts with depth. The near surface zone is highly oxidized; hence, the orange to red -
brown color due to the presence of iron oxides. Typically, at depths of five feet, a color change
was observed in the subsurface material to generally tan and sometimes gray. Saprolite at this
depth was generally characterized by unconsolidated yet typically dense silts and slightly sandy
silts. With increasing depth, the silts
and slightly sandy silts contained
more rock fragments and became
increasing more cemented. A
representative shallow saprolite
profile is shown in the photographs
in Section 1.5.
Partially Weathered Rock (PWR)
Saprolite transitions with depth to
partially weathered rock (PWR).
Local PWR zones consist of tan to gray variably cemented slightly sandy silts to silts with rock
fragments. As viewed in recent on -site exposures, PWR can generally be described as boulder -
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sized rocks juxtaposed in a matrix of more weathered unconsolidated material. Observed depths
to PWR across the study area are shallow from 3.5 feet bgs to 28.5 feet bgs, with a geometric mean
PWR depth of 14.95 feet bgs. The thickness of PWR across the study area ranges from zero feet
to 45 feet, with an average PWR thickness of 8.1 feet and geometric mean PWR thickness of 6.1
feet.
PWR is important to most hydrogeologist working in the NC Piedmont because this hydrogeologic
unit is generally more permeable than the overlying typically clay -rich saprolite zone and
underlying fractured bedrock. Thus, PWR is a typical water -bearing zone, and its flow
characteristics may preferentially facilitate the movement of groundwater contaminants.
Auger Refusal
In Piedmont crystalline rock settings, the base of the PWR horizon or the top of competent bedrock
is typically defined by drilling resistance called "auger refusal". Auger refusal is a relative term
dependent upon auger type, size, and condition, and the applied drilling pressure and torque. For
this investigation, auger refusal is defined as the depth of penetration resistance to the further
advancement of 2.25-inch I.D. rotary hollow -stem augers rotated with a CME-55 drill rig. Auger
refusal during this investigation varied from 9.5 feet bgs to 58.5 feet bgs, with a geometric mean
of 26.9 feet bgs and a standard deviation of 11.3 feet.
In several cases, dense fracturing and
weathering more similar to PWR were
observed in rock cores below auger refusal
depths (see inset photograph). These zones
were typically observed in the upper few feet
following auger refusal.
Bedrock Description
Figure 3.1b — Dense fracture frequency
immediately below auger refusal more
characteristic of PWR zone.
Bedrock has been exposed adjacent to and within the Phase 5 expansion area as a result of soil
borrow activities. Photographs of such exposures are shown in Section 1.5 and in this section.
NQ2-sized rock coring was performed in 20 borings for which rock descriptions and other rock
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quality data are summarize in this section and on the boring logs presented in Appendix A.
Bedrock beneath the study area is predominantly a tan to gray, low-grade metamorphosed volcanic
tuff; commonly referred to as a meta -tuff. The lithology across the study area is considerably
uniform and representative of felsic meta -volcanic rocks mapped in other areas of the CSB.
As shown in Figure 5, CEC generated a generalized top -of -bedrock contour map using auger
refusal data obtained from 34 discrete borings advanced across the study area. The top -of -bedrock
depths and elevations are presented in Table 2. The interpolated contours appear to imply a smooth
transitional bedrock surface; however, the actual bedrock surface is more undulating due to
localized preferential weathering. Depth -to -bedrock, as defined by auger refusal, was encountered
during drilling activities in a range from 9.5 feet to 58.5 feet bgs across the Phase 5 footprint. The
geometric mean of the top -of -bedrock data is 29.3 feet and the standard deviation is 13.0 feet.
Rock Quality Evaluation
NQ2 coring was performed for a depth of 10 to 20 feet after encountering auger refusal in 14
borings including PZ5-lD, PZ5-4D, PZ5-5D, PZ5-6D, PZ5-8D, PZ5-9D, PZ5-111), PZ5-16D,
PZ5-20D, PZ5-23D, PZ5-24D, PZ5-26D, PZ5-27D, and MW-15D, and greater than 20-foot total
core runs in six borings PZ5-I01), PZ5-lOD-R, PZ5-12D, PZ5-13D, PZ5-14D, and MW-14D.
Percent core recovery and rock quality data obtained from evaluating rock cores are presented in
Table 2. Percent core recovery ranged from 58% to 100%., with a geometric mean of
approximately 92%. The range of calculated Rock Quality Designation (RQD) values was 21%
to 100%, with a geometric mean of approximately 71 %. The range of RQD values for the first
five-foot core runs was also 21% to 100%, yet the geometric mean was approximately 55%.
Bedrock Fracture Orientation
Typically, rock cores exhibited a sub -
horizontal fracture set and a high -
angle (-50°-60°) fracture set. Less
frequently, a near vertical fracture set
Figure 3.1c — NQ2 rock core depicting fracture
dip angles.
was observed in a rock core. Most observed small -aperture fractures were healed by subsequent
mineral precipitation. Wider fractures were largely open and their surfaces were coated with iron
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and/or manganese oxides. Fracture frequency was generally higher immediately below the depth
of auger refusal (geometric mean RQD of 55%), but typically diminished with increasing depth.
Strike and Dip Measurements on Exposed Outcropping Rocks
A CEC geologist made several strip and dip measurements on the joint planes of exposed rock
using a Brunton compass. Predominant measured orientations of meta -tuff fracture surfaces were
approximately N15°E dipping 5WE and N dipping 62°W.
Lineament Analysis and Rose Diagram
As presented in Figure 4, CEC mapped the topographic lineaments identified on a local portion of
the USGS Polkton, NC 7.5-Minute Topographic Quadrangle Map to provide a lineament analysis
to evaluate regional geologic structural trends in the study area. Based on frequency count, CEC
generated a rose diagram that shows three predominant lineament orientations that are roughly N-
S with a range from N05°W to N120E, N250E to N400E, and N40OW to N55°W. The lineament
data appear to be indicative of local and regional geologic structure trends, and these mapped
trends correlate reasonably well with strikes measured on locally exposed rock outcrops.
Diabase Dikes
As shown in the inset photograph in Section 1.5, a
weathered high -angle diabase dike was observed in a
recent cut face in a soil borrow area within the Phase 5
expansion near MW-15D. The exposed portion of the
dike was weathered to an unconsolidated red -brown clay
with large angular black boulders. The relatively Figure 3.1d — Dark diabase
unweathered boulders possessed a medium -grained boulders in deeply -weathered saprolite.
crystalline texture. The exposed dike had a measured strike of approximately N05°E and dip of
approximately 60°E. The width of the dike was approximately six feet.
CEC observed a second outcrop of diabase boulders in the immediate area of PZ5-15S. The
exposed surface width of boulder occurrence was approximate 20 feet; although, the land surface
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had been disturbed to allow drilling access. CEC observed evidence for subsurface diabase in
boring PZ5-15S as orange to black silty sand and dark gray rock fragments (weathered residuum)
occurring over a depth interval from 13.5 feet bgs to 35 feet bgs. The boring intercepted and
penetrated through a high -angle dike.
CEC engaged GEL to perform a magnetometer survey within the
Phase 5 footprint to locate Mesozoic -age diabase dikes and their
trends. GEL employed a Geometrics G-858 Cesium Vapor
magnetometer operated in total magnetic field mode (see inset
photograph). Specific survey transects were made along
available access roads across the Phase 5 area as shown on Figure
6. A CEC geologist mapped the approximate location of the total
field maximum of each anomaly signal as denoted by D-"x" on
Figure 6. These signal peaks are believed to represent individual
diabase dikes. Where wider anomalies are depicted on Figure 6,
at least two dikes with parallel orientations are indicated by the
magnetic signal. The close separation distance between two or more parallel dikes makes it
difficult to interpret the continuity of strike for an individual dike from the associated magnetic
signal. It is possible that better resolution could be obtained by more closely spaced perpendicular
survey transects, which would require further clearing for survey access. The traces of total profile
anomalies are mapped on Figure 6 to illustrate the general locations, interpolated strikes, and
frequencies of diabase dikes within the Phase 5 footprint.
The resulting data indicate the presence of diabase dike sets or dike swarms within the Phase 5
footprint. The interpolated data appear to indicate that the dike swarms predominantly strike in a
roughly N-S orientation, with a variation from N050W to N15°E. At each anomaly, short
perpendicular survey transects were also performed to determine the approximate dike orientation.
These perpendicular surveys support roughly N-S dike strikes.
Daniels and others (1983) note that the dikes are considered to be emplaced as two major swarms
in the Carolinas, both with near vertical dips. One swarm has an approximate N-S trend and the
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other a NW trend. In general agreement, Ragland and others (1983) indicate dike orientations in
the area to be predominantly N-S (with a range of variation between N15OW and N15OE) and NW.
They also observed that generally longer dikes strike N-S and shorter dikes strike NW. Ragland
and Barrantine (1986) indicate that most dips of the dikes are near -vertical based upon field
measurements and generally symmetrical ground magnetic profiles.
Comparing the observed dike trends with measured strikes and dips of the host rock suggests that
most dikes follow the predominant joint orientations in the host rock. CEC determined that the
predominant orientations of meta -tuff fracture surfaces were approximately N15OE dipping 500E
and N dipping 620W. The decomposed diabase dike that CEC observed in the cut face near MW-
15D had a measured strike of approximately N050E and dip of approximately 600E. In addition,
most ground magnetic profiles were non -symmetrical with a long westward ramp up to a
maximum peak then shorter ramp down on the west side of the anomaly. These ground magnetic
profiles suggest moderate -angle eastward -dipping dikes similar to the observed outcropping
weathered dike. SCS Engineers noted for previous landfill phase studies that observed diabase
dikes had westward dip angles. North -striking and west -dipping dike orientations would also
follow existing joint patterns.
Ragland and others (1983) observe that dikes of the N-S swarms are on average longer, wider,
farther apart, and more variable in strike than those of the NW swarms. King (1961), Ragland and
others (1983), and Bell (1988) all noted that dikes, especially in the NW swarms, seem to occur in
sets separated by areas with few dikes. Based on field -measurements and ground magnetic
profiles, dike widths likely range from five to ten feet. The widths of the magnetic anomaly traces
depicted on Figure 6 are significantly greater than the actual dike widths as a result of the moderate
dip angles, and, in some cases, the wide profiles may be due to the presence of more than one
parallel -oriented dike, or a dike set.
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4.0 HYDROGEOLOGIC DATA EVALUATION
4.1 SITE HYDROGEOLOGIC CHARACTERIZATION
As briefly described in Section 1.6, three basic hydrogeologic units were identified at the site
during this Phase 5 hydrogeologic study and previously by others for adjoining landfill phases
(SCS Engineers, Design Hydrogeologic Investigation Report — Anson Waste Management Facility
Phases 3 and 4, October 2015). These hydrogeologic units are depicted in vertical profile in the
hydrogeologic cross -sections presented in Figures 8a and 8b. The uppermost hydrogeologic unit
is unconfined or under "water table" conditions and consist of two density -based zones of variably -
weathered, fine-grained residuum. Groundwater moves through the porous weathered matrix. The
middle hydrogeologic unit is generally unconfined; although, CEC observed the middle unit to be
partially confined in some areas as observed by the temporary artesian flow from PZ5-20 and PZ5-
20D at the southeast boundary of the Phase 5 area. Groundwater flow may also be locally
facilitated through fractures within the middle hydrogeologic unit. The lower hydrogeologic unit
is the fractured bedrock zone where groundwater flow conditions may be unconfined or partially
confined. Groundwater movement in the lower hydrogeologic unit is limited to flow within
bedrock fractures. As demonstrated by the observed temporary artesian flow in PZ5-20 and PZ5-
20D, portions of the lower hydrogeologic unit are partially confined.
The uppermost hydrogeologic unit is the shallow saprolite zone that consists of variably dense
clayey silt at the surface grading to denser, slightly -to -moderately cemented slightly sandy silt with
depth. It is generally accepted by Piedmont geologists and engineering geologists that the saprolite
zone is defined by formation material exhibited SPT resistance values less than 100 blows per foot
(bpf). Saprolite zone thickness varied from 3.5 feet to 28.5 feet across the Phase 5 footprint.
The middle hydrogeologic unit is the PWR horizon that consists of variably cemented slightly
sandy silt and rock fragments encountered at various depths from 3.5 feet bgs to 28.5 feet bgs
across the study area. It is generally accepted by Piedmont geologists and engineering geologists
that PWR is defined by formation material exhibited SPT resistance values greater than 100 bpf,
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which can be penetrated by rotary hollow -stem augers. The thickness of the PWR horizon across
the study area ranges from 0 feet to 45 feet.
A third hydrogeologic unit is underlying fractured bedrock within which groundwater occurs under
unconfined to partially confined conditions. The surface of competent bedrock was defined by the
depth of auger penetration refusal. The density of bedrock fracturing and fracture apertures tend
to decrease with increasing depth such that groundwater flow is significantly restricted within a
depth of 100 to 200 feet bgs.
Most frequently, the water table was observed to occur in the middle hydrogeologic unit or PWR
horizon; typically, only a few feet above the lower hydrogeologic unit or fractured bedrock zone.
If not present above the top -of -bedrock, groundwater was typically encountered in bedrock
fractures within the uppermost 20 feet of the lower hydrogeologic unit.
The area and Phase 5 footprint are characterized by dissected ridges that follow predominant joint
orientations, which restrict groundwater movement to short distances between highland recharge
areas and discharge to wetlands bordering the major streams or directly to streams. Groundwater
recharge largely occurs over broad uplands and gentle slopes. Little recharge occurs in areas of
steeper topography. Typically, groundwater occurrence is unconfined and localized within a
relatively porous PWR zone, which transitions with depth to bedrock, or it is semi -confined in
bedrock fractures. Groundwater discharge from lower bedrock zones occurs along area streams
(i.e., Brown Creek and Pinch Gut Creek), which converge at the northern corner of the site.
The site is hydraulically isolated from the surroundings by prominent hydraulic divides including
Brown Creek and Pinch Gut Creek, which are regional groundwater discharge features. In the
Design Hydrogeologic Investigation Report for Phases 3 and 4 dated October 5, 2015, SCS
Engineers indicated that no groundwater users exist down gradient of the current landfill or the
Phase 5 expansion area, i.e., no residences or water supply wells exist between the landfill facility
and its associated groundwater discharge areas.
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Horizontal Hydraulic Gradients
As presented in Figures 7 and 8, CEC generated shallow groundwater potentiometric maps for the
Phase 5 study area based on water levels gauged in existing site piezometers/monitoring wells on
May 31, 2017 and December 14, 2017, respectively. These water level data are summarized in
Table 1. The predominant groundwater flow directions across the site are to the southwest, west,
and northwest toward Brown Creek. Locally in the area of MW-15D and PZ5-26D, groundwater
initially flows eastward and beneath Phase 3 before ultimately discharging to Brown Creek.
Groundwater flow across the Phase 5 area is characterized by local flow regimes dominated by
groundwater recharge on ridges, knolls, saddles, and gentle slopes, with groundwater discharge to
adjacent incised streams, intermittent creeks, wet/dry swales or draws, and ultimately Brown
Creek. As illustrated in Figures 7a and 7b, the local direction of groundwater movement is
essentially controlled by local topography, and is a subdued replica of the surface topography.
In the southern portion of the Phase 5 area, the groundwater regime is dominated by a broad
northwest -trending ridge (i.e. groundwater divide) dissected by northeast -trending drainage swales
or draws. In this area, groundwater flowpaths are short and flow is locally restricted from ridge to
adjacent swales or draws to the south and an incised stream to the north.
In the central portion of the study area, groundwater moves roughly radially away from two
adjacent knolls toward adjacent incised drainage swales or a stream to the south. A portion of the
radial flow from the northernmost knoll is to the east and beneath the Phase 3 footprint before
ultimately flowing back toward the Phase 5 area.
In the northeast portion of the Phase 5 area, groundwater movement is dominated by a broad north -
trending ridge (groundwater divide) away from which groundwater moves semi -radially to the
west, north, and east toward incised drainage swales.
As illustrated in the hydrogeologic cross -sections in Figures 8a and 8b, horizontal hydraulic
gradients vary considerably depending upon topographic setting. Beneath broad ridges and gentler
slopes, the horizontal gradient ranges from approximately 0.01 to 0.06 feet/foot. Beneath steeper
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slopes, the horizontal gradient averages approximately 0.1 feet/foot. Horizontal hydraulic
gradients are lowest in the south; highest in the center; and moderate in the northeast.
Vertical Hydraulic Gradients
Five nested (shallow and deep pair) piezometers PZ5-5S/5D, PZ5-6S/6D, PZ5-8S/8D, PZ5-
14S/14D, and PZ5-20S/20D were installed in the Phase 5 footprint to measure local vertical
hydraulic gradients across the site. The approximate locations of these nested piezometers are
shown in Figure 3. PZ5-8S/8D is located in a more elevated portion of a dry swale. PZ5-5S/5D
and PZ5-6S/6D are located in moderately elevated portions of dry swales. PZ5-20S/20D is located
in a lower elevated portion of a dry swale. Mid -points of the shallow and deeper screens of the
piezometers making up the respective nested pairs were vertically separated a minimum of 10 to
20 feet. Piezometer construction and water level data are summarized in Table 4-1. CEC gauged
water levels in the existing nested piezometers on May 31, 2017 and December 14, 2017.
As summarized in Table 4-1, the vertical hydraulic gradients calculated for the nested piezometer
pairs were upward gradients for PZ5-5S/5D, PZ5-6S/6D, and PZ5-8S/8D indicative of
groundwater discharge conditions. A downward hydraulic gradient was observed in piezometer
nest PZ5-14S/14D indicating groundwater recharge conditions. With exception of the artesian
flow conditions observed in PZ5-20S/20D, the remaining vertical gradient data confirm that
groundwater beneath the site moves under non -confined or possibly partially confined conditions
laterally away from upland recharge areas to topographically lower areas of groundwater
discharge; thus, these conditions can be generally predicted based on a conventional potentiometric
surface representation.
During piezometer/well gauging events in May (2), November, and December 2017, artesian flow
conditions were observed in PZ5-20S. Similar artesian conditions were observed in PZ5-20D
during the two May 2017 water level gauging events. These observed conditions indicate that the
well screens intercept at least semi -confined aquifer zones at least periodically under elevated
hydrostatic pressure at depth resulting in the upward movement of groundwater to above the
ground surface.
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Table 4-1 - Vertical Hydraulic Gradient Data
Nested Wells
Shallow
Deep
G.W. L.
G.W.L.
Vertical
Flow
Mid-
Mid-
Elevation
Elevation
Hydraulic
Direction
Screen
Screen
in Shallow
in Deeper
Gradient
Elevation
Elevation
Well
Well
PZ5-5/51)
261.88
253.72
272.27
275.51
-0.40
Up
PZ5-6/61)
259.22
245.60
265.85
266.92
-0.08
Up
PZ5-8/81)
271.61
248.96
274.02
276.48
-0.11
Up
PZ5-14S/14D
286.40
267.90
280.40
271.54
0.48
Down
PZ5-20/20D
249.97
234.76
Artesian
Artesian
NM
Up
Confined of Partially Confined Flow Conditions
Transient artesian flow conditions were observed at PZ5-20S/20D. PZ5-20S/20D is located within
a topographic swale at an approximate surface elevation of 264 feet. Assuming the top and base
of the confining zone can be roughly delineated by the top -of -screen elevation of PZ5-20S and
bottom -of -screen elevation of PZ5-20D, the underlying confining conditions are occurring
between approximately 255 feet and 230 feet bgs at this location.
During the base construction of the Phase 2 expansion landfill, groundwater seeps were discovered
at three localities when the existing surface grade was lowered on average by ten feet. Two of the
seeps occurred within the upland reaches of draws or swales. A third occurred along the slope of
an elevated knoll.
It is important to note the potential for temporary seeps or springs to occur due to underlying
confining conditions. Temporary seeps or springs are more likely to occur as a result of lowering
the present surface grade, particularly in proximity of existing topographic draws or swales. The
Phase 5 areas that appear most susceptible to temporary groundwater seeps or springs are shown
on Figure 9. French drains can be designed to effectively channel away surface -discharging
groundwater beneath the Phase 5 landfill footprint. Further, following the installation of the
landfill liner system, groundwater recharge to the area will be significantly diminished; thus,
lessening the likelihood of a seep or spring to occur beneath the Phase 5 footprint.
Civil & Environmental Consultants. Inc.
-24- Design Hydrogeologic Investigation Report
March 2018

Site Reconnaissance for Springs, Seeps, of Groundwater Discharge Features
CEC field personnel performed a site walkover of the several topographic swales or drainage
channels that dissect the Phase 5 footprint. The site reconnaissance was conducted in December
2017. No visible evidence for springs, seeps, or the other groundwater discharge features was
observed in the topographic swales or drainage channels that are not shown as a "blue -line" stream
channel on the Detail Site Map in Figure 3. Note that water table levels were lower by an average
of approximately 5.2 feet from the May 2017 water level gauging data.
Influence of Diabase Dikes on Groundwater Flow
As documented in the boring log for PZ5-2S, a diabase dike was observed to be deeply weathered
at the surface to a depth greater than 30 feet to a silty clay residuum. The clay fraction observed
in the weathered diabase is considerably greater than in the host meta -tuff; however, the SPT blow
counts are significantly lower in the weathered dike material. Being a more clay -rich residuum,
the weathered diabase would be expected to be less permeable than the host rock. Yet, being of
lower density, its permeability may not be less than the typically denser host rock.
CEC observed evidence for subsurface diabase in boring PZ5-15S as orange to black silty sand
and dark gray rock fragments (weathered residuum) occurring over a depth interval from 13.5 feet
bgs to 35 feet bgs. Apparently, the boring intercepted and penetrated through a high -angle dike.
As previously reported by SCS Engineers, the relatively high RQD values for diabase cores
indicates that the fracture frequency of the dikes is similar to, if not greater than, the host rock.
The water table was encountered in PZ5-2S and PZ5-15S within the weathered diabase residuum.
As shown in Table 4-1 above, a review of the hydraulic heads suggests potentially partially
confining conditions, which is likely where a deeply weathered clay residuum overlies a fractured
diabase dike. Based on geologic observations and interpolated potentiometric data as shown on
Figure 9, it appears that the diabase dikes function similarly to the host meta -tuff and do not serve
as aquitards or as conductive "conduits" for groundwater flow.
Civil & Environmental Consultants, Inc. -25- Design Hydrogeologic Investigation Report
March 2018

Horizontal Hydraulic Conductivity
As stated in CEC's Work Plan for Design Hydrogeologic Investigation (Revision 1) dated
February 7, 2017, CEC assumes that the available hydraulic conductivity test data is representative
of similar subsurface materials that will be encountered in the Phase 5 expansion. SCS Engineers
previously performed 24 in -situ permeability tests as discussed in the Design Hydrogeologic
Investigation Report (October 5, 2015), which is included in Appendix E of the recent Permit to
Construct Application for Phase 3 and 4. Like the Phase 5 expansion area, Phase 3 and 4 areas are
predominantly underlain by Slate Belt meta -tuff. The ranges of hydraulic conductivity values
previous calculated by SCS Engineers are summarized in Table 4-2 below. SCS Engineers used
the average hydraulic conductivities to calculated groundwater flow velocities. Given its
significant spatial and temporal variability, CEC believes that the geometric mean of the hydraulic
conductivity values is more representative.
Table 4-2 - Statistical Horizontal Hydraulic Conductivity Data
Hydrogeologic Unit
Max Value
Min. Value
Geometric Mean
PWR (Middle Unit)
1.09 ft/day
3.95 x 10-4 ft/day
0.018 ft/day
Bedrock (Lower Unit)
0.64 ft/day
5.45 x 10-3 ft/day
0.084 ft/day
Groundwater Flow Velocity
Groundwater flow velocity is determined by multiplying the estimated horizontal hydraulic
conductivity (K) by the horizontal hydraulic gradient (i) then dividing by the effective porosity
(rle). As discussed in the previous section, the geometric mean K value for PWR is 0.018 ft/day.
Horizontal hydraulic gradients ranging from 0.01 and 0.1 feet/foot were calculated from the
groundwater potentiometric map shown in Figure 7a. An average Tle of 15 percent was chosen to
represent weathered meta -tuff. The calculated groundwater flow velocities for the PWR range
from 0.0012 to 0.012 feet/day (0.44 to 4.4 feet/year). As discussed in the previous section, the
geometric mean K value for bedrock is 0.084 ft/day. An average Tle of 5 percent was chosen to
represent fractured bedrock. The calculated groundwater flow velocities for the bedrock range
from 0.017 to 0.17 feet/day (6.2 to 62 feet/year).
Civil & Environmental Consultants. Inc. -26- Design Hydrogeologic Investigation Report
March 2018

Abandonment of Temporary Piezometers
The temporary piezometers that were installed during the recent Phase 5 hydrogeologic
investigation will be maintained if appropriately located to serve as future permanent groundwater
monitoring wells for the Phase 5 expansion. Otherwise, the piezometers will be abandoned by an
NC -certified well drilling contractor in accordance with the NC well abandonment rules. CEC
will submit Well Abandonment Records to the Section.
Civil & Environmental Consultants, Inc.
-27- Design Hydrogeologic Investigation Report
March 2018

5.0 ESTIMATION OF SEASONAL HIGH WATER TABLE
5.1 SHORT-TERM WATER LEVELS
As presented in Figures 7a and 7b, CEC generated shallow groundwater potentiometric maps for
the Phase 5 study area based on water levels gauged in existing site piezometers/monitoring wells
on May 31, 2017 and December 14, 2017, respectively. These water level data are summarized in
Table 1. The predominant groundwater flow directions across the site are to the southwest, west,
and northwest toward Brown Creek.
In contouring these groundwater elevation data sets, some gauged elevations values do not appear
to be reasonable based on the local topography and relationship to surrounding values. When
gauged, certain well elevations may have not reached static equilibrium due to slow recharge.
Semi -confined groundwater flow conditions in certain localities may be reflected in the data. An
effort was made to honor the actual water table data value while generating the potentiometric
maps provided that the contours could be reasonably drawn within the generally accepted rules of
potentiometric map construction and data interpolation. The potentiometric surfaces were
generated as a give-and-take between honoring the actual data value whenever possible; otherwise,
honoring the basic rules of groundwater flow -net construction where required.
5.2 LONG-TERM WATER LEVELS
To correlate the recently acquired water level data with long-term seasonal high water table trends,
CEC examined Chambers Development of North Carolina, Inc. — Anson Waste Management
Facility groundwater monitoring reports from November 2009 to October 2017 that are available
on the NCDEQ Division of Waste Management Laserfiche Weblink. These available reports
included water level data obtained by Prism Laboratories (2009-2014) and S&ME (2014-2017)
from the existing landfill detection groundwater monitoring well network. The well gauging data
are summarized in Table 3. In addition, SCS reported earlier data obtained from the landfill
monitoring well network from 2001-2015 providing maximum recorded well water level
Civil & Environmental Consultants. Inc. -28- Design Hydrogeologic Investigation Report
March 2018

elevations over this time period as also listed in Table 3 (SCS Engineers, Design Hydrogeologic
Investigation — Anson Waste Management Facility, October 5, 2015).
In summary, the long-term maximum water level elevations are generally from the May 2003,
April 2015, and April 2016 monitoring reports. Most of the long-term (2001-2015) maximum
water levels are from the April 2015 monitoring event. Yet, most of the April 2016 water levels
are higher that the April 2015 values from the respective shallow monitoring wells.
5.3 ESTIMATION OF THE SEASONAL HIGH WATER TABLE
CEC conducted two water level gauging events within the Phase 5 footprint in May 2017 that can
be correlated with the seasonal high water levels observed in April 2015 and April 2016 in the site
landfill detection monitoring wells listed in Table 3. In Table 3, geometric means are calculated
for water level changes in the existing landfill monitoring wells between the seasonal high April
2015 values and the April 2017 values and between seasonal high April 2016 values and the April
2017 values. The calculated geometric means for the difference in water levels are 1.30 feet and
1.36 feet, respectively.
Based upon the above historical site area groundwater level analysis, we believe that it is
conservative to add two feet to the Phase 5 water level values obtained on May 31, 2017 to
approximate a seasonal high water table for the Phase 5 footprint. An approximated seasonal high
water table contour map is presented in Figure 7c. The approach used to generate the seasonal
high water table surface was the same as that described in Subsection 5.1 above.
Civil & Environmental Consultants, Inc.
-29- Design Hydrogeologic Investigation Report
March 2018

6.0 CONCLUSIONS
The purpose of this report is to provide a suitable site -specific hydrogeologic characterization for
the Phase 5 expansion at the Anson Waste Management Facility. This report provides the
following information:
• Detailed description of the hydrogeologic units below the site;
• Depth -to -bedrock contour map;
• Groundwater potentiometric map depicting flow directions;
• Horizontal and vertical hydraulic gradients;
• Description of localized partially confined conditions;
• Directions and rates of groundwater flow within the uppermost aquifer system; and
• Estimation of a seasonal high water table based upon correlation with historical data
The work scope for the Phase 5 hydrogeologic investigation included the installation and collection
of data from the following temporary piezometers and permanent monitoring wells:
• A total of 26 discrete piezometer locations (either single or paired piezometers) were
installed on hilltops, slopes, and within drainage swales to provide hydrogeology data from
the various topographic settings across the study area.
• Five nested (shallow -deep well cluster) piezometers were installed to provide well pairs
to measure vertical hydraulic gradients across the site.
• In addition to the piezometers, eight permanent groundwater monitoring wells were
installed within the Phase 5 footprint. These monitoring wells are a part of the detection
monitoring well networks for Phases 3 and 4.
In addition to the collection and evaluation of the newly acquired data, the hydrogeologic
characterization also incorporated existing data obtained by others in the adjacent Phases 3 and 4
expansion areas.
Civil & Environmental Consultants, Inc. -30- Design Hydrogeologic Investigation Report
March 2018

The major findings of this preliminary site hydrogeologic investigation are as follows:
• Bedrock beneath the study area is a tan to gray felsic meta -tuff, a fine-grained volcanic
rock that has undergone low-grade metamorphism. The lithology across the study area is
considerably uniform and representative of felsic meta -volcanic rocks mapped in other
areas of the Carolina Slate Belt. Depths to bedrock as defined by auger penetration refusal
varied from 9.5 feet bgs to 58.5 feet bgs, with a geometric mean of 26.9 feet bgs and
standard deviation of 11.3 feet.
• CEC mapped the topographic lineaments identified on a local portion of the USGS Polkton,
NC 7.5-Minute Topographic Quadrangle Map to provide a lineament analysis to evaluate
regional geologic structure trends. CEC generated a rose diagram that shows three
predominant lineament orientations that are roughly N-S with a range from N05°W to
N12°E, N25°E to N400E, and N40OW to N550W.
• NQ2 wireline coring was performed in 20 exploratory borings. Percent core recovery
ranged from 58% to 100%, with a geometric mean of approximately 92%. The range of
calculated Rock Quality Designation (RQD) values was 21 % to 100%, with a geometric
mean of approximately 71 %. The range of RQD values for the first five-foot core runs (i.e.
uppermost bedrock) was also 21 % to 100%, yet the geometric mean was approximately
55%.
• The strong magnetic signature produced by the mafic mineralogy of local diabase rock
allowed for non -intrusive mapping employing magnetic methods. Several roughly north -
south striking, high -angle dipping diabase dikes were identified during the site
investigation.
• As depicted in Figure 5, top -of -bedrock elevations have been approximated across the
landfill site.
• CEC identified three basic hydrogeologic units with the Phase 5 footprint: 1) the uppermost
hydrogeologic unit (i.e. saprolite zone) is generally unconfined or under "water table"
conditions and consist of two density -based zones of variably -weathered, fine-grained
residuum; 2) the middle hydrogeologic unit (i.e. partially weathered rock) is generally
unconfined; although, CEC observed the middle unit to be partially confined in some areas,
groundwater movement in this unit may be through porous media or locally facilitated
through fractures; and 3) the lower hydrogeologic unit is the fractured bedrock zone where
groundwater flow conditions may be unconfined or partially confined.
Civil & Environmental Consultants. Inc. -31- Design Hydrogeologic Investigation Report
March 2018

• The groundwater surface is generally encountered in the middle hydrogeologic unit or
PWR horizon; typically, only a few feet above the lower hydrogeologic unit or fractured
bedrock zone. If not present above the top -of -bedrock, groundwater was typically
encountered in bedrock fractures within the uppermost 20 feet of the lower hydrogeologic
unit. Groundwater conditions in fractured rock were observed to occur under unconfined
and locally semi -confined conditions. Semi -confined aquifer conditions were observed to
be transitional.
• The predominant groundwater flow directions across the site are to the southwest, west,
and northwest toward Brown Creek. Locally in the area of MW-15D and PZ5-26D,
groundwater initially flows eastward and beneath Phase 3 before ultimately discharging to
Brown Creek. Short flowpaths are the norm as a result of local groundwater recharge on
ridges, knolls, saddles, and gentle slopes with groundwater discharge to adjacent incised
streams, intermittent creeks, wet/dry swales or draws, and ultimately Brown Creek. As
illustrated in Figures 7a and 7b, the local direction of groundwater movement is essentially
controlled by local topography, and is a subdued replica of the surface topography.
• In December 2017, CEC field personnel performed a site walkover of the several
topographic swales or drainage channels that dissect the Phase 5 footprint. No visible
evidence for springs, seeps, or the other groundwater discharge features was observed in
the topographic swales or drainage channels that are not shown as a "blue -line" stream
channel on the Detail Site Map in Figure 3.
• The site is hydraulically isolated from the surroundings by prominent hydraulic divides
including Brown Creek and Pinch Gut Creek, which are regional groundwater discharge
features.
• CEC recorded four sets of water level gauging data that are documented in this report. Two
water level gauging events were conducted in May 2017, one in November 2017, and one
in December 2017.
• As depicted in Figure 7c, CEC estimated a seasonal high water table based upon correlation
with historical site data obtained from 2001-2016. These historical data indicate seasonal
high water tables in March 2003, April 2015, and April 2016. The recent April 2015 and
April 2016 landfill monitoring well gauging data were compared with April 2017 data to
determine geometric means (1.3 feet and 1.36 feet, respectively) of the head differences.
The most fitting round of Phase 5 piezometer/well gauging data useful for correlation with
the April 2017 area data was collected May 31, 2007. Given the roughly one -month
Civil & Environmental Consultants, Inc. -32- Design Hydrogeologic Investigation Report
March 2018

difference between the correlated data set from April 26, 2017 and the Phase 5 gauging
event on May 31, 2017, a conservative hydraulic head corrective factor of 2 feet was
subtracted from the May 31, 2017 (see Figure 7a) data set to approximate the seasonal high
water table.
Civil & Environmental Consultants, Inc.
-33- Design Hydrogeologic Investigation Report
March 2018

7.0 RECOMMENDATIONS
CEC makes the following recommendations to provide an adequate design hydrogeologic
characterization of the Phase 5 expansion area:
• The required minimum four -foot vertical separation between the base of the constructed
Phase 5 landfill liner and bedrock should be based upon the generalized top -of -bedrock
contour map provided in this report.
• The required minimum four -foot vertical separation between the base of the constructed
Phase 5 landfill liner should be based upon the approximated seasonal high water table
contour map provided in this report.
• Temporary seeps or springs may occur due to high water table conditions and/or underlying
partially -confining groundwater conditions, particularly in proximity of existing
topographic draws or swales. French drains can be designed to effectively channel away
temporary surface -discharging groundwater beneath the Phase 5 landfill footprint.
• If temporary piezometers are not appropriately located to serve as future permanent
groundwater monitoring wells for the Phase 5 expansion, the piezometers will be
abandoned by an NC -certified well drilling contractor in accordance with NC well
abandonment rules. Well Abandonment Records will be submitted to the Section.
Civil & Environmental Consultants, Inc. -34- Design Hydrogeologic Investigation Report
March 2018

8.0 REFERENCES
Bell, H., III, Map showing Mesozoic diabase dikes in South Carolina described since 1960, U.S.
Geological Survey Miscellaneous Field Studies Map MF-2030, scale 1:250,000, 1988.
Civil & Environmental Consultants, Inc., Permit to Construct Application for Anson Waste
Management Facility Phases 3 and 4, November 2016.
Civil & Environmental Consultants, Inc., Work Plan for Design Hydrogeologic Investigation
(Revision 1) — Proposed Phase 5 Landfill Expansion Area, February 7, 2017.
Daniels, D. L., Zietz, I., and Popenoe, P., Distribution of sub -surface lower Mesozoic rocks in the
southeastern United States as interpreted from regional aeromagnetic and gravity maps, in Gohn,
G. S., ed., Studies related to the Charleston, South Carolina, earthquake of 1886 — Tectonics and
seismicity, U.S. Geological Survey Professional Paper 1313, p. K1-K24, 1983.
Domenico, P. A. and Schwartz, F. W., Physical and Chemical Hydrogeology, John Wiley & Sons:
New York, Chichester, Brisbane, Toronto, Singapore, 824 p., 1990.
ESP Associates and David Garrett & Associates, Phase 2 Design Study, 2003 to 2007.
Horton, W., Jr., and Zullo, V. A., editors, The Geology of the Carolinas, Carolina Geological
Society, The University of Tennessee Press, Knoxville, Tennessee, 1991
King, P. B., Systematic pattern of Triassic dikes in the Appalachian region, U.S. Geological Survey
Professional Paper 424-13, article 41, p. 1393-1395, 1961.
Morris, D. A., and Johnson, A. I., Summary of hydrologic and physical properties of rock and soil
materials, as analyzed by the hydrologic laboratory of the U.S. Geological Survey: 1948-1960,
U.S. Geological Survey Water Supply Paper 1839-D, 1967.
Ragland, P. C., Hatcher, R. D., Jr., and Whittington, D., Juxtaposed Mesozoic diabase dikes sets
from the Carolinas: A preliminary assessment, Geology, v. 11, p. 394-399, 1983.
Ragland, P. C., and Barrantine, T., Ground radiometric and magnetic surveys of ENA diabase
dikes in North Carolina, Geological Society of America Abstracts with Programs, v. 18, p. 261,
1986.
SCS Engineers, PC, Design Hydrogeologic Investigation Report — Anson Waste Management
Facility Phases 3 and 4, October 5, 2015.
Civil & Environmental Consultants. Inc. -35- Design Hydrogeologic Investigation Report
March 2018

TRC Environmental, Phase 1 Design Hydrogeologic Report, December 1998.
USGS Polkton, NC 7.5-Minute Topographic Quadrangle Map, 2013.
USGS Russellville, NC 7.5-Minute Topographic Quadrangle Map, 2012.
Civil & Environmental Consultants, Inc.
-36- Design Hydrogeologic Investigation Report
March 2018

FIGURES
Civil & Environmental Consultants, Inc.

BROWN /
CREEK
NORTH.
PINCH
1 _ GUT
EXISTING CREEK r
I PHASE 3
EXISTING f
PHASE 2 EXISTING l
EXISTING BASIN
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PHASE 5
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,fit
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SCALE IN FEET
0 1000 2000
REFERENCE
1. SITE AERIAL PROVIDED BY USGS NC83 DATED: 2012
I AV AVAF
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7
Civil & Environmental Consultants, Inc.
333 Baldwin Road • Pittsburgh, PA 15205
412-429-2324.800-365-2324
www.cecinc.com
EXISTING '
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CEME
BOYLI
PROPERTY LINE
PROPERTY LINE
300' BUFFER
CURRENT PHASE
BOUNDARIES
WETLANDS 50' BUFFER
WASTE CONNECTIONS LLC
ANSON LANDFILL PHASES
ANSON, NORTH CAROLINA
SITE LOCATION MAP
I DRAWN BY: CTH CHECKED BY: NTB I APPROVED BY: SLB I FIGURE NO.: I
DATE: MARCH 20181 DWG SCALE: 1 "= 1000'1 PROJECT NO: 165-276

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REFERENCE
1. U.S.G.S. 7.5' TOPOGRAPHIC MAP, POLKTON
QUADRANGLE, NC
DATED: 2013 SCALE IN FEET
2. U.S.G.S. 7.5' TOPOGRAPHIC MAP, RUSSELLVILLE QUADRANGLE,
NC DATED:
2012.
0 1000 2000
f1A,=,=
WASTECONNECTIONSLLC
LANDFILL
Civil & Environmental Consultants,
Inc.
ANSON, NORTH CAROLINA
1900 Center Park Drive - Suite A - Charlotte, NC 28217
USGS TOPOGRAPHIC MAP
Ph: 980.237.0373 • Fax: [phone]
www.cecinc.com
DRAWN BY: CTH
CHECKED BY:
NTB
APPROVED BY: SLB
I FIGURE NO.:
2
DATE: MARCH 20171
DWG SCALE: 1 "=1000'
PROJECT NO: 165-276

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1. U.S.G.S. 7.5' TOPOGRAPHIC MAP, POLKTON QUADRANGLE, NC DATED: 2013 SCALE IN FEET
2. U.S.G.S. 7.5' TOPOGRAPHIC MAP, RUSSELLVILLE QUADRANGLE, NC DATED:
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HYDROGEOLOGIC INVESTIGATION
Civil &Environmental Consultants, Inc. ANSON LANDFILL PHASE 5 EXPANSION
1900 Center Park Drive - Suite A - Charlotte, NC 28217 ANSON COUNTY, NORTH CAROLINA
Ph: 980.237.0373 - Fax: [phone] TOPOGRAPHIC LINEAMENT MAP
www.cecinc.com
DRAWN BY: PNP CHECKED BY: EHS APPROVED BY: E�HS
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FEBRUARY 27, 2016. -- ,, /// // / / ---- \ �/ // // / //)I N�A �\ \\\ \ \ I / / ///, /// /// /„,�/////% / / / l//i l/ / l l // l / / / /// l / l / � / // /�/��/ ')l l
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2. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: L-v ?%- / T j/ // // /// /��--� �% / ///j/ // / / / I I r II \�� \\\ \ \\\ \ \\\ \ (/ 1( I 1 \ \ \ \ \ \ ( I \\\\\\\ `\\� ( / l'� J �� l/ / / / / / / //l/ / �// �/ // / ///// // / / / /\ i / -- -
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3. TOP OF BEDROCK CONTOURS ARE INTERPOLATED BASED ON THE DATA \ -- /� // / 7/ / /�> / I \ \� f , \ \\ \\\ \\ \ \\ \ \\ \ \ \\ \\\ �'ti\\ \ /' \�� \ l/ / l l/ / /////l /l / l ( I 11 ////// ///l // / /�/ \ /� / / / /��/-----_-- ��� 1 \
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OBTAINED FROM THE BORING/PIEZOMETER/WELL LOCATIONS SHOULD BE -\ \ \ --_- I / //// , / /// �// // ( \ \� I \ \ \ \\ \\\ \ \\ \\� \ \ \\\ \ \ \\ \\x \ \ \ I ��� 1 // l l l / 1l ll I /l / / /// l / l / / /, //V -- 1_ I
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REFERENCE \, \ \ \ \ / / / / l ------ / //� / ��/� / s/ / 0/ /i /'� I // / / / / l I \ \ ///
-� \\ \ -_ - -i/ l / / // / / / //jam/ / ---_ /'� //ii'�' �i'/ /i�i/ �// 1 ( 7 // / /////Q' /� II �/ / / / / / / // / / //// / / / / / / / /�� \ \ / \ \ _ ///% // / / / )
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1. EXISTING TOPOGRAPHY WITHIN PHASES 1 AND 2 OF EXISTING LANDFILL \ \ --- -/ �/ // / / / / / /' // / /� / //// / / _ I/ I ii /Ill/I l / /l / //// /// // / / / / / '�--- - � \� / / / i '
WAS PROVIDED AT 2-FT CONTOUR INTERVALS BY INDEPENDENT MAPPING \ \ -i / / // / / / / PZ5-1 D // - / //� \ /,/�//// /� j/��//�i�l < I I _/�//// j// /j j/�� �Q / -- I 1 �/� / / l // / / // / / / / / \ _ _�/, / / �/ / ,/
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CONSULTANTS (IMC JOB N0. 16030); DATE OF AERIAL PHOTOGRAPHY / I \ \ \- -- - - / //// / / /j // /' / GW: / /�/ �� - / /�/ /�/ / // f / // / ( '�/;///,/ / //// /�/�/� / Q // I/ ! 11l 111 /� //� / �/ �// / %� 1 / / / �\ \
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FEBRUARY 27, 2016. ,� I' \- ---- // //// / / // �286.38 / - \ /,//., ) //i/ /%�'//''�i ��//%/ j'// /j//////// 11 �- - i/// / w 11 1 I I / /l //// / / // //////// /// l I / / / /// //// �� - /
- _--2s5.75//�// /// / // / / / - ��' -� I // l�� MW-8D f /ii� J / //// //// ///�/� /i�� q--4 ��// / l I 1 / l /ll/ ll� / �/ / / l /l / //\ ///.,/ /�i= ��' \ /
2. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: '-- '///// 11 - / // /// / / // / I^` \ //� / "', , , , //-- ; �/ / // /� I ?� '' I I I / / / / / I / // ///l l Il l /ll / /// I l / / / / - '
> �/ / /i // / / / / oo I I ' lh� GW: ( S // // /'/ /'''/ii'/i//. �� I \ \�'� /�-, I 1 / / //l l // I , // \ // /// , /
/ // t // / // // /, I ; J , l l I , ll I/, // //// / � / ,/ /// l 71- / / / // // / // -� �
3710644500J, 3710644600J, 3710645500J, 3710645600J. \ ---) > / // /// // / // /// \ / / // )1 )%l l ( ( / // / / // // / / \-/ / Jl / �� l / l l / / / /// / l / / / // // I �\ / / / /�� /
� � /j //�/// /� �j/// ///// / /// ---- / / �/ j /// j/�JIIII N�A`� - \\\ \ \ I l/ ( // / ///� ///// ////mil //; / -/ /l/lIl IIII/ //l l /� // l /�� //ll /� /l ////////j///////// l //%/ / /% j/j �/ \\
3. SEASONAL HIGH WATER TABLE POTENTIOMETRIC CONTOURS ARE �`��o I - �� / / /// / // /// -- / / �/ //II � \, \\\\\\\\ \ \ Ill CI ((( \ / ( \ \ (C\\� \\ r� C / / l ) // /l////// //I/I/ l/ /l // I / / / / / / \ / / //�j%, \// \--___--
INTERPOLATED FROM A CORRELATION OF WELL GAUGING DATA FROM A I I ` / .G / //// / / // / - �/ // /// // O / / I I \\ \\ \\\ \ \\ \ \IIII I (I \ \ \ \ \ I 1 \ \\\ \\`\` / �-J �, //�//�// / / / /// ///// /�// ////�/// / / ///// /// / // ///, \ /// `�
- I , / / / / // / / / // ° l /lI Mw- \ \ \ \ \ �I \ \\�\ \ lgl / l ll // / / / / / / / / J� / �j //
PERIOD OF 2001-2017. OVER THIS PERIOD, SEASONAL HIGH WATER \-_-/% ///, / �// �/ //%� / ///�/ // / / /�i//r //%/�/ `L / t \\\\\ \` �� \ \\\\\\\\ \\\\\ \`\ \\\ \ \\ \ \ \ \\\ \\ , l �lI /l l / l /// ///I / / /// //// //// / ///// l / ( / /// ////i,' /� /� \
/1/// /// // /i/ / / /// // ( \ Gw: \\\\\\\\\\\� \\\ \\\ \\\\ \\\\\\\\�\;\\\\.c��` l/!�/ll/l/lj//// /ll// /(//ll //// /// / / /l / // / / i \
I I / / / / \ \ \ \ \ \ \ �� / // / / 1 / / / / //// / / \ / / / /
LEVELS WERE OBSERVED IN APRIL 2016. THE GEOMETRIC MEAN \ \ \ �---�� / / / / / //// �// // // / // �'� / / 31 I // / \\ \\\ f \ \ \ \\ \\\\\\ \\ \ \\\ \\\ \ \\ \\�\\ \ \'o \\\\ / e 0 \�P \ l/ll Illll! l l / 11 I / l 11 / / / // / l // // /// // /-_-J/--- / I \
DIFFERENCE IN WATER TABLE ELEVATIONS BETWEEN THE SEASONAL HIGH -\ \ \ -- //) / / / // / , // // / // ///,/ j, // Q r /// / i OO IIII/ I I I \ \\ \ N/A _� \ \ \\ \\ \ \ \\ \ \\ \ \ / l I / / /// i i I l I l/I / / / //l I // / / --_
APRIL 2016 DATA AND THE APRIL 2017 DATA WAS 1.3 FEET. \\ - / / / / // // / / / Q// / �11 1 I 1 I \ \ \\ \\ I \ \ \\\\\\\\\\\ �\ \\\\\\�\\\\\\\\\\\'moo\\\\\\ \\\\ \ l ���\ 1/////��//////!//� %/ ////II 1Jl)I/II/( //// %�////l// I I % ��j/� I I
/ / �/ �� 1 \ �\ \\\\ \ \ \ \\\\o \ \ \ / / // / / 1 (/ / /// / / 1- I
CONSERVATIVELY, TWO FEET WERE ADDED TO THE PHASE 5 WATER �`'a' \�_% \ / / I / / ///// /// %%//// // ///////// X� PZ5-19S� / 11 I \ \ \ \\ / \ \\\ \ \ \\ \ \\ \\\ \\ \ \ \ \\ ( (�\ -/ //p //)// / / l/ / // / / JI / /�// / ( / / / �j / J// � \ I I I
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TABLE ELEVATIONS MEASURED IN MAY 2017 TO APPROXIMATE THE I I III/ // / /% / / / // /,/ // / / 1 I I I \ \ \ \ \\ \ \ \ \ , \\ \\\ \ \ \ \ �'\ \ \\ \\ \ \\ \ i \ i� //b� /l l / / l / l / //
DEPICTED SEASONAL HIGH WATER TABLE SURFACE. \ - t ( ( / //� /ll I \�---/i%//// / /%/// GW: / ♦ I I l \ \ \\\ \\\ \ \� \ \\\\\\�\\\�\��\\�� \\ \\\ \\\\\\\\\\�\\\\\\�_ ////l /JI�/ // l /l l //� ��/ /�l/� �j/,l J I 1 / // I / l / ////// /� /� 1 l /
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1. EXISTING TOPOGRAPHY WITHIN PHASES 1 AND 2 OF EXISTING LANDFILL 260.54' \ \\�,+o\ \ -� - / / / I /// / / / y ��__ ___-J \_`�%/,\- 7 ///-/ /-/-/�%i%ii/ii�i-� J / �f ///�////�� �ii�� 1\\\\��/// ////////��j// /%/ %�//////////////////�/// // / / / l ( / J // _ \- - l)l`�\\ \ \ \ \✓//// j / l I
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WAS PROVIDED AT 2-FT CONTOUR INTERVALS BY INDEPENDENT MAPPING \ \�� \ \ \\\ �_ / �� /j / / /j / / / / / / �� �� _ _ `) //// / �i/ / /-// i//%/' 1 / 5 / ///59Q/ // /��/j 1 1 )///// , / / / / // //// ////// //// ///�// �/ / / I I /% I (/ \\ \\ \ �% ��/ j� / l / �l
CONSULTANTS (IMC JOB N0. 16030); DATE OF AERIAL PHOTOGRAPHY l /\` o \ \ \_��� j^ /// / / / / / / //'�' // i - / ////' //-/ ji/ /�j l� / / / ///--1�III 11 / % /// / // / // //// // / /// // ///� // / \\ - / ;,
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2. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: _ / \ \ \\ --. - - // - \ //,- / /-- / -� --/� / I / / j/, j////// //// �1 -/^ J I ��/ / // / // / / // / /// / //// / \ - _�// / / /- / / �
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3. GROUNDWATER POTENTIOMETRIC CONTOURS ARE INTERPOLATED FROM _ - - // / // / // 284.38 / ' _ \ \ // ) / / / / // / '/// I �` / �/ // / // / //// / / / / // // 1�
/ / / -/ �� \ /// // \/ MW-8D j /�-�-/ /j/-i --_i ///// / i/// 1 �` - i/// / I I /II I 1 // //l / // / // / /l / // // , // / ;i�� ,� \ \\� /'
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THE WATER LEVEL GAUGING DATA SHOWN ON THIS PLAN, COLLECTED ON -- / l - ///// ///// // /// / / \moo // ///((l \mil( / \ //" 5 5/ j/i /,///�----iii/// /// // l(\ \�, - //i I ) II , /l // 11 /// // / 11 / / //l ) r // /// ////j i_�\\
MAY 31, 2017. �/ I l \ �--� - //�/// /00 / ////// - - I // 11(� /`GW: ( ( / / / //,/// ��-i�// /// / J l l ll ll l // //// / ///// l / �// / // //// / /\\ \ ���'�/�
4. GROUNDWATER POTENTIOMETRIC ARE INTERPOLATED BASED ON THE DATA �� `` �.�' / /// //,,/// / z ,/ ///// ////// /'----_ J ��/� /// j/ JIIII �� I N/A_��\ IIII\ \ (`\ ( / // / /(( x (- \ \ \ (///(r' j //;" / �/ l / l ll / / /ll l 11 / �// l /// / l / l ///////%/////// l /% \ / // / /%/ % %/ \\
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OBTAINED FROM THE BORING PIEZOMETER WELL LOCATIONS AND -� 1 `_� %^ / / / I /// // //// /// / // ---) -,) >/ /�/ // //II it �► \!1 IIII \ \\ \ \ /I�I ( \ \( \ \\ <' C ( / I � ) ,� /ll/// l///// l// l / l / /l /// // l / // // / //// // / / /// \ / / // ///� ,\ // "/ �-__--_
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SHOULD BE CONSIDERED APPROXIMATE. 1 \- _-' // / / // / //, I / / // //// / ,// / �� /, / /// / / l ( \\ \^-MW \ \\ IIII\\ \ \\\ \ \\ \� \\\ \ \\ \ \ \\ \\ IIII \\ - l / /// // /// / /// / J// / / / / //// //// / ///// / / , ( // / //, / // / /
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5. MAXIMUM GROUNDWATER ELEVATION IN EACH PIEZOMETER FROM PHASES �\ I \ �----� / /�/ / ///////��� //j� // / �// / /%/�/-- ] / // �(� /// r// / ( \IIII\\ GW: I \ \\ �\ \ \\\ \ \\\ \\ \\IIII IIII\ \ \ IIII\ sr \\ \ \ c�\\�� / /l �l l/ l/ ///// // / / /l / // / / // , / / /// // l /// --- J--- \
3 AND 4 GAUGED BETWEEN JANUARY 2015 AND JUNE 2015 TAKEN \ \ \ / \ \ \ \ \\ \ \ \\ \ \\ \ \ ' \ /- \ IIII ll/ l / / 1
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FROM SCS HYDROGEOLOGY. - va, \-- \ / l Ill ///// //// �/ / // /�j///�� j///X / / ( 1 \ \\\`x\ �\ \ \ \\\IIII\\ \ \\ \ \ \ \\\\o \ \\\\ i/ / // l / (l
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l / /� / / // / /ram/ // /- /, \ \ \\\ \\ \ \\ \ \ \ /i/ /�/�% // // //�'/� /I I� / I ��^ //
6. GROUNDWATER ELEVATIONS BASED ON PIEZOMETER WATER LEVEL \ \\ \ \ \ \ cQ\ \ `\\ \\ \ \\\ \ 1 \ /b�l/l ll / l / / // l �/ / /, //// I I l/l l 1 / / \ /// / / / / I I I \
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READINGS ON MAY 31, 2017. TOP -OF -BEDROCK ELEVATIONS \\_-�\ \ \ 1 I I I /// // / // / / /(1 I I -- �- //�'/ /%'/ /' 287.21' 0 // / / 1( ( l\ \\ 1 \\\ \ \ \\\ \ \\\ \ \ \�\ \ \\\IIII\ �� \ o\\\\\\\\ \ \ \ \\ \\\� �\ \\\ \�-1/ /l /%/J , �/ ll Ill/ l / % l l // ll / 11 / // %iJ 1(II' / / /I /// /� /
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FEBRUARY 27, 2016. / / ��' \ \ \ \ ---_- / /i - / /i - / ( //i�� ��� i // ///// 0 // ---� II I� /�/ / / ////� /. / / / / �__ \� �_ /
\�_/ / �d'0 \` \ \ \\�----'�' ////// / / / / / /./ice /�- - �/ / `-- '��\� )� /�ii� �ii/ i''/� ii/�/� I t_- / /�j / j�p, / �/ _ I J IIII/l / / / / / / / /%� // / /%/ //%/% / /%%�// / / J ��/ii ' / / / /
/// \ - / / / / / / / / / PZ5-1 D // -- �� i� \ ) /i�i/�i /�iiii < < /j// / j///// ��0 l�l J /li 111/// l/ / / / ////// /// //,// / j / / // / / l - /'�-__ _ \� - �// / i i j / -
2. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: \`-- /� \ 1 \ \ �- � ,/ // / / / / / , , , " / �/ -\ \ / %\/jj/�i /�'�/ice �i %/��5�� l /�%/// % ///////'j �1 � /- //I/�` / l/ / /// // ////,,/ /// //// // ////// ////// ////// / / / / / i� \ � \\- - _ %, / / �/ / / i�
3710644500J, 3710644600J, 3710645500J, 3710645600J. �`�/i/ \ 1 1 \ \� PZ5 2S� / / //// /, /� / / j /\Gyy. , / _----,�� �� \ ) �// /////////i,��i �jj� / S / l �/ S r�// j//�j///// j/�/// p / - ///l/ l / l/ l l/l//// ///�///�/////// // / / / ___ �� �`^__ �s=�/ / /J �\
-// I \ // // // / /, / , ) / // ///i ./,,%/�/� j / / // /� ///i//ice/i//////�/�,y ` c /// l l 11 l /l // // / // //////j/ /// ///( l /// ( //�l//�_ 1 / / /
3. GROUNDWATER POTENTIOMETRIC CONTOURS ARE INTERPOLATED FROM -�i,/ I 1 \ --GW: /�// // /// /� 278.61 , / -- j- \, \ / /// ) /, / ����/�//�i���//�j //// /////// / (��--_ i//// // (� 11/ l / /l //// //% //// ///////////// /ll // 1 �// / /� /// ////i >> �� --�
I I l 275.60'r ///// // // / /-- �� / / / \/ MW-8D / / // �� / /// /i / i� / l/ 1 // /// �/ / / / / /l \ // l//// / �i--�� \ -� /
I --- / / / / I l l / / i _� -_�� I / / // //(((� ( / /i, < �,, ice //, ��� ,�// /,/ii //J Ill �4?0 _ �/ / I 11 l �// 11 l // ///l l ///// / / / /
DECEMBER 14 2017AUGING DATA SHOWN ON THIS PLAN, COLLECTED ON ,`J,//1 , / /// /// /%/ / /l /// / p0 I J / ^�I ( %= \ �/� 5 /�/ / // //,/ii , //� j j//j,/� j� lI\ �� �'--/// J IIII / /I /// 11 /// // l 11 / / // I r // \ // /// /j i\1
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4. GROUNDWATER POTENTIOMETRIC ARE INTERPOLATED BASED ON THE DATA �'�01 `-x^ / // / ///// / //%' //////// / / �\ ) //l ////�/ / / �/ llI r II ��\\\\\\\\`\( l%1 ((( \ / ( \ ((\\<��/////�/ / I �� %/l/l/l%/%///l/ l/l/ ////// // //l/ //// ////////�///,/// f //// \ / / / // ///�/; /// �\ --
OBTAINED FROM THE BORING/PIEZOMETER/ WELL LOCATIONS AND _- I ( \ %� /// 1/ / .G / //// /// / �// -- ///j /// // / / / lJI I I �J(�, �► \ 1\\\ \\\\ \\\\\ \ i\! �I I I I \\ \\\ \ I I ` \\ \\' `\`\` / ' �) �� ////�// / / / �// ////// /�// �///�1 , / ///// /// / //�///, /\ //� /
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SHOULD BE CONSIDERED APPROXIMATE. \__-� // / // / / / / /// /// / �/ �/ / ( \\ \ - \ \\ \ \ \ \ \\\ \\ \ \ \ \\ \ \ \ \ \� , J / // ///// /// / / / // / / / / / / /,//; / / / \
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5. MAXIMUM GROUNDWATER ELEVATION IN EACH PIEZOMETER FROM PHASES \ \_�----� /�//// // ///� //////%' �///1 / // -/� / / �(I //,/ // / ( \\\\\\\cW: I \\ \�\\\\\\\\\ \\\ \\\\\` \\ \\\\ \�\`\'ti\`\\ `\�y / /�/ // / ////�// /// / ( ! // // ///////// // / /// \ /� /// _-J� -- I \
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3 AND 4 GAUGED BETWEEN JANUARY 2015 AND JUNE 2015 TAKEN -\ \ \�___�// / / / // // // / /// �/% //// // T / / / po' (((( \\ \� N/A - 1 \ \ \\ \\\ \ \\ \\� \ \\\\\`\ \ \\ \\�z \ \ \ / �� 1 //// / / / �%/ / /,1 J I/ 11 /I //�// %//// // / l I %/ / // % // � / 1_ I I I
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6. GROUNDWATER ELEVATIONS BASED ON PIEZOMETER WATER LEVEL ��_� I (I / // // 1 \ // /j //// // // / Gyy; \ I I \ \\ \\\\\ \\\ \ \ \\\\\�\\\\\\\\ �\\\\�\,`\\\moo\\\\\\\\-\\0 \\ \\\)\ �� ////l /l% Ill / 11 11 11 // l/ /// l J I // / J / \ /// / / // , �� I I l )
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DETERMINED NFROMEAUGER (REFUSAL D�PTH ATBEAC BORING ASITE.S �-- ^ \ \ I\ I I I / ///�/ ( I \ \ ��////%//�/'/%' / / 282.22 O // / / ( I �\ \\ \\\\ \ \\\\ \\�\\ \ \\ \\ \\`\ \\``� \\`o\\\\\\\\\\ \\ \\ \�\\�\ \\\\�-/// /l//�/� //l�l l/ l l /// 11 //Ill / IIII ////�%/�l/11 I ( / // //// / / //� / i ) I /
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REFERENCE
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1. EXISTING TOPOGRAPHY WITHIN PHASES 1 AND 2 OF EXISTING LANDFILL
I � � ♦ /—/ // //// �/ / / / — _ —____ I I I ll / / --_ ( l I WAS PROVIDED AT 2—FT CONTOUR INTERVALS BY INDEPENDENT MAPPING
CONSULTANTS IMC JOB NO. 16030 ; DATE OF AERIAL PHOTOGRAPHY
( )
FEBRUARY 27, 2016.
IF/ \\ / ////�/�/ //// / / / / 90 / _---_ I ( I l ^ I � o I I / / I I 2. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS:
PZ5-17S I, I \ I I l / \ \ \ 1 ` 3710644500J, 3710644600J, 3710645500J, 3710645600J.
/�
3. SEASONAL HIGH WATER TABLE POTENTIOMETRIC CONTOURS ARE
/// INTERPOLATED FROM A CORRELATION OF WELL GAUGING DATA FROM A
/ / / / / /� f \ \ \ ry \ III 1 / O \ \ \ \ \\ \ PERIOD OF 2001-2017. OVER THIS PERIOD, SEASONAL HIGH WATER
// \ \ \ \ I I I N \ \ \ \ LEVELS WERE OBSERVED IN APRIL 2016. THE GEOMETRIC MEAN
+p \ ♦ / \ \ \ \ DIFFERENCE IN WATER TABLE ELEVATIONS BETWEEN THE SEASONAL HIGH
o \ \ \ III I \ \
♦ / �� I 1 \ \\\ \I I I 1 / ' / / / / / / // / \ I \ i/ \ \ \ \ \ \ \ APRIL 2016 DATA AND THE APRIL 2017 DATA WAS 1.3 FEET.
♦ //\I 1 I I I / 300 \ 8+ob\ \ \\ \ B \\ \\ \\ \\ \\ \ \\ CONSERVATIVELY, TWO FEET WERE ADDED TO THE PHASE 5 WATER
---
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roc, GURE6B o \ \ \
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REFERENCE \ r / �- \\\ �\ .� �\ \\�, �.�� „- \
1. EXISTING TOPOGRAPHY WITHIN PHASES 1 AND 2 OF EXISTING LANDFILL WAS /// _ -_� �\ �� � \�� �\��\�\\� EX/STING LEACHATE /'/ // /, \\\\ / / / O \\ \ \ \ \ ` Z � II, I ti^\ \\ I I 1 \ �/- \\\\ \\,
PROVIDED AT 2-FT CONTOUR INTERVALS BY INDEPENDENT MAPPING -- ��_� / �/// _-_ j / ��� \ \ \� \ \\� STORAGE AREA /// // / // � \\\ \ / r \ \ I v \ \\\ ��
CONSULTANTS IMC JOB N0. 16030 ; DATE OF AERIAL PHOTOGRAPHY --- - // / /� \ \ ( Z \ !JJ �� \ I \ (_/ \ \ \
( ) / \\ �\ /� J(y \\ / 1\ /� I\
FEBRUARY 27, 2016. �- // -� "�/� \\ \\ \\\\\�////, r(///// 3j // � \ \ , \ ✓ \I I � / \ l \ \�_ / \ �> //
_ / EXIST/NG ACCESS ROAD ) ) \ \ / / r 1 / / / \\ \\ D I I �_ J ) \ \ i I \ �/
0 2. LIDAR TOPOGRAPHY OUTSIDE OF PHASES 1 AND 2 WAS ACQUIRED FROM NC �� --- /---- -/� ,. / \ �\ ��\ ����/////%��/ /� ) \ \ 1\\\ (- o I 1 I(((r� _ �1�) ( / I, 1 I\ \ //
DOT GIS. _// -__- __//�_ �- ^\�� � ,g,//'// , /j�� � \11\\1 ( II ( ( �--- / -�{ >_ /
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3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016. / - - / �'` \ / \\\\�// / / // \ I 1 / / 11 ( (I \ \\\\ \� \"�, ) / / <-� \ �\ �/
� 4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: ,_r I �/ / �- \�_� // \ - /// , !�� /'� /� \\)1 / / ?l ( \ \\ \ \ 1 \ / >
N / / / / /_� \\\ f \ / / / / \) r \� \ \ \\\\\ e�i 1 I
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/ / \ O I ��� / / EXIST/NG LANOF/LL III/(/ll \ \ / / / / 1 \\ \ � � \ �\ \ \� 11 / / \
5. EXISTING PIEZOMETER WELLS WITHIN PHASES 3 AND 4 TAKEN FROM \ ) I( / / (/-� \_-/ __ /� / \ III( � / / ) 1 \ \\ ` / \\ \ ( \ ^ /� ���
I I r / \, I \ / \ c/ �� �� / GAS TREATMENT AREA II IIII \ \ / / / / / �/ J \ \\ \ I I\\\\ 1 \ ° ' / \``_�
HYDROGEOLOGIC INVESTIGATION REPORT PROVIDED BY SCS ENGINEERS, PC. - \ J 1 -\ I J _ � \ �=� / (I( / / / / ! r ) \ __�i�
2015. 1 i �,� l \, ) ! i \\ /-��- 1 _ \ \ '� � /�^� \� \ ���1'' lVl O 1 ,'// ,/ / /� /' � � \ / N, \ \ \I i <)/ ( \� �� ��\\/- — \\��
LEGEND
EXISTING PROPERTY
LINE
EXISTING CONTOUR
MAJOR
EXISTING CONTOUR
MINOR
EXISTING STREAMS
100-YEAR FLOODPLAIN
—
50' WETLANDS BUFFER
EXISTING PHASE BOUNDARY
PROPOSED PHASE 5 BOUNDARY
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PHASE 5 SHALLOW PIEZOMETER
X PZ5-2S
PHASE 5 DEEP PIEZOMETER
X PZ5-6D
SHALLOW MONITORING WELL
X MW-19S
FOR PHASES 3 AND 4
DEEP MONITORING WELL
X MW-15D
FOR PHASES 3 AND 4
EXISTING PHASES 3 AND 4
BORING/PIEZOMETER
� B-13
AREAS SUSCEPTIBLE TO
FORMING SEEPS
SCALE IN FEET
0 200
400
BEFORE YOU DIGI
CALL 1-800-632-4949
N.C. ONE -CALL CENTER
IT'S THE LAWI
NORTH CAROLINA
BOARD OF EXAMINERS
FOR ENGINEERS AND
SURVEYORS LICENSE
NO. C-3035
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- / o - / / / / \ % j �� / i/i' / //, i / / 1/ I ii ��ll�/ l / // / IIII // / // / / / / J - /' ` � ��� , / / i i
/ / _ �� ��/ �// // l / / / l I l /// l // / / /i / //i / / _ / / /
_ _ / / / / PZ5-1 D // , / \ IIII, //��ii /� i'ii����il I - /// //// / /////,�0 /-� 11 11 /� I/ / / // /�/ /'/ //' ///' / / /// / // / J �� \ _ ��� / / �/ i W �'
2. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: �`� D-9 --PZ5-2S, / / / // �// / i/i_ \ / \/// / /�i // ///S 5 I f / `� / ///////////// Dc - /,V / / // ////// / /// / / _ - �' \\ 1`_�// / J C' / / a
3710644500J, 3710644600J, 3710645500J, 3710645600J. - / / /j / �� / / / / / ---- /�- -� �� / /�//// '� i�� %� ( /i ///�/ / IIII 0 /// l ll / l/ / J // IIII // // / / / \^__- s l
-_- - - / / - l/ / - \ \ ) / // ///� /i���i i f /� �i/ / �i ,i'�%%'///� /ti ` /� lL. �i, l / ll/ IIII// / /// �j////, /// l /// //%l�I / �i_-,\- % / //� �\
/ ,,i���/ �� / // IIII / c- / / 1 // �/ / ,l>1 __
_D-s / i / // \ / / __ ' - f / / /%��- ���/// i' ///////��, �`� ��/// %/ir IIIII Ill/ Ill///// /jj/ /�/// IIII / / /// l I / / /// /i _ /� \ o_
3. SEASONAL HIGH WATER TABLE POTENTIOMETRIC CONTOURS ARE - � I / / / // // // l/l / / "- �' I- // l ( \ 1 i /� ,� / / j // /// ` / / / l / l/ / / / / i //\ // /// //�%i--�� `"' /
INTERPOLATED FROM A CORRELATION OF WELL GAUGING DATA FROM A /�� //� / / // / /// / / /� -��� 1 / / /^ �ff1 MW `8D \ //�/� / %�////i � j%i �� ,�//, -- /// ///I I( 4?O ===i �%/ fI ll ll //l l l ll 11 / // IIII l 111 / /l / / // �/ /// IIII / � \ \ ' Z
_ / / l / - \ oo ) I l h� /` \ / St ( //// //i ///i/�ii /i/ i / \ '// / IIII // / l IIII IIII / /// l /// /
/// / / //// / / _- \ //� 1 \ )% �� / / /�� /// /���/ / 1 / / /1��,�///�'/////I))/J)/// I/ Il // // l/l�/ // //� / // f / // /// , ���\� / \ �_.-�r� Z O }
PERIOD OF 2001-2017. OVER THIS PERIOD, SEASONAL HIGH WATER \ ) / / // // / / / / // \ ( / / / / / / / / / / \ /// / /LEVELS WERE OBSERVED IN APRIL 2016. THE GEOMETRIC MEAN _ -^ �� -� / I/ /// �/ �/ // / /// / / �-----j) �/ j // i/lll �� I \ \� 1\ \\\ \ \ I `� i // / /� (/( �'��` / (////�ilj //; / _-- / IIII�lll/ / // l l 11 / /// // /l Ill // /l /�/////// ////'//, l /' / / //' /'/ \�I \\\ W J oz 0
I 1T - / , / r / / / - / �/ l/II 1 \i \\ \\\\\\ \ (\ \ l / I C 1 ( \ ( C\\ \\ / (/ / /) IIIII 111 // l / l / l // 11 / 11 / // / / / / \ / / //�j� /// / -----_uj
DIFFERENCE IN WATER TABLE ELEVATIONS BETWEEN THE SEASONAL HIGH -� o `_v_ / / j/ // // / / / // /-�--� -� j ///�/// // O�� \\ \\ \ \` ( 1 I \ \ \\\ \ ` \ \` ` ) "� // / / / / / // /// // / //// //// / / /��/ / . // / O
APRIL 2016 DATA AND THE APRIL 2017 DATA WAS 1.3 FEET. --� ) \ �� // / / j //// / / / /// / , // //'/ /%/// // �O Al,/%I \\\ \ MW- \ \\\ \ \ \ \ \ `\\ I\\\ \ \\ \ \ IIII\\\ IIII \ , ////// ///�/ / / / / / / // / / /// // / // // / //// // / / /� /// // /// / __cr
-
/ // _ / / \ \�\\\\\\\\\ \\\ \\ \\\ \\ \\\\ \ �.C��\ C / l //l l / // // l/ l / // / / /// / / I / // IIII //' _ \ \ O
CONSERVATIVELY, TWO FEET WERE ADDED TO THE PHASE 5 WATER _ I I - // ,�// / / / j / / / // / / / // // // I \\\ \\\ /\\ \ \ \ \ \ \\ \\\ \ \\\ \ \ \ \� \ ///�// / / / //// ///////// / //// / / /� / / __ \ a a
TABLE ELEVATIONS MEASURED IN MAY 2017 TO APPROXIMATE THE \ \ \ -� / / /� / / /// / /� �// / OI ( �' I IIII\\\ �_ JI\\\ \\ \\\ \ \\ \ \\ \ \\\ \\\ \ \\ \\\ \'t'\\� \ / `�\\�� \ l/ l /�l l l / // /l l , 11 / / / / / l ,/ / / ' //
- // // ///�� // - r / �O( (( 1 I \ \\\� \ \\ \� \ \ \\ \ \\ \\\\� \o\\\\ ll /l l / l / / /// ( (lI l ( IIII / / //l / J// / / !/ / --_ 1 0 0 Q
DEPICTED SEASONAL HIGH WATER TABLE SURFACE. \ \ \ / / /// // / /7� 1 ( \ \\ \ I \ \ \ \\ \ \ \ \ \ \ IIII\ \ \\ \\� \ \ \ / ` 1/// / //// / // / / / /// / �) /� I I / // / / /l / l I
/ / (// / I IFIGURE
\ \ - /� / / /, /i / / ''�G,�/ IIII( I \ \\\\\ \ \ \ \\ \\\ IIII \� \ \ \\\ \\\� \\ \\oo\\\ �\ \\ \\ \ _ / /l�jl l / l l// /// / �/1 1((ll / / /// l l// / /1_ f
4. MAGNETIC SURVEY TRANSECTS BASED ON MAGNETIC SURVEY BY GEL ` ao l Ill/ // "/' // // / /// / / PZ5-19S� \I \ \\\ \\\ / \\ \ \ \\ \ \ \\\ \ \\\�\�; �\ o \\\ \\ \\\\ \ l \ /:i ////'/�O/ /// / //// // // //,/ / /// it I I /f //// / /1 I / -- ' I
ENGINEER, LLC. PERFORMED ON 2017. / I I / /% i /� / // // / / IIII / , i 1 \ \ \ \ \\ \ \ � \ \ \\ IIII IIII IIII\\ \\�'\ \ \\ \\ II II\ \ \i \� �i� //blZ g Ill � ll l�/l / /Ill l /�/ //// //////l/ I I �//l l I /� / / / / / / / I I I 1
l I I I11 ///// �/ , (r( j I \ /� //�i/ �/ / / / / \ \\ \ \ \\\\\ \\\\\ \�. \ o\\\\\\\� \IIII / /i/l �/ ,l / l/ �lIIII l/ /// l) I �/ / / Il //'/� // �� 7 l I 0
\ 'IIII- ���� \ \�\ \� ,__�\ \ \ l I Ill/ ll/ IIII l II `1 l -- �//ice// /i'/i' / / / / o ' / \\ \\\��\ \\� \\\\�\\\\\\\\\ �\ \o\\\\\\\\\ \\\\\\\��\\\\\�-�j /l /i%/% Ill IIII l/llll//�//111//�/ ��//I((1 // �/ // / / / I ,
\ \� \\ \ \ �� \ -� \\ \ \ \ I I I /I II1 III (I 1 \� - - /� / / / / / IIII\ \\ \ \ \\ \IIII \\\tea\\ �\ \\ \\\ \\ \\\\�\\\\ // //�/ /'� / �l/l 11 /� �l 11 11/� �i/�/1 / / / /��/ %'%' -- )
\ � \�<\ \ \ I I \ \ :� -_- . ! / / / / / / \\ �\ \ � \ � �\� \\`s \\\o� \�\\\\\ \\\\\��\ \\\ \ \ \\ // ///�/ /j a, // ///// l I /IIII 11// l // / l/ / / /� �I (/, // / / / / / / ( I
8 17 6 5 4 13 12

TABLES
Civil & Environmental Consultants, Inc.

Table 1
Piezometer/Well Construction and Water Level Data
Preliminary Design Hydrogeologic Investigation
Phase 5 Expansion Area - Anson Waste Management Facility
CEC Project No. 165-276
March 2018
Well
Date Installed
PWR
Depth
PWR
Elev.
Rock
Depth
Rock
Elev.
Well
Depth
Surface
Elev.
TOC
Elevation
TOS
Depth
BOS
Depth
TOS
Elevation
BOS
Elevation
Sand Pack
Well Seal
W. L. TOC
W. L.
Elevation
W L. TOC
W. L.
Elevation
W L. TOC
W. L.
Elevation
W L. TOC
W. L.
Elevation
5/8/2017
5/8/2017
5/31/2017
5/31/2017
11/29/2017
11/29/2017
12/14/2017
12/14/2017
PZ5-ID
4/21/2017
3.5
312.72
18.5
297.72
42.25
316.22
318.86
29
39
287.22
277.22
3042.25
28-30
36.25
282.61
34.48
284.38
40.65
278.21
40.25
278.61
PZ5-2S
4/7/2017
23.5
264.13
41.5
246.13
41.5
287.63
290.05
31.5
41.5
256.13
246.13
2941.5
27-29
6.72
283.33
6.30
283.75
14.79
275.26
14.45
275.60
PZ5-3S
4/7/2017
28.5
259.1
30
257.60
30
287.60
290.19
20
30
267.60
257.60
18-30
16-18
29.85
260.34
29.65
260.54
DRY
DRY
31.16
259.03
PZ54D
5/1/2017
23.5
296.12
27
292.62
44
319.62
322.05
30
40
289.62
279.62
2844
26-28
36.48
285.57
35.65
286.40
40.25
281.80
40.04
282.01
PZ5-5S
4/7/2017
24.5
258.88
26.5
256.88
26.5
283.38
286.53
16.5
26.5
266.88
256.88
14.5-26.5
12-14.5
15.65
270.88
14.26
272.27
17.71
268.82
17.43
269.10
PZ5-5D
5/3/2017
N/A
N/A
20
263.72
35
283.72
286.69
25
35
258.72
248.72
24-35
22-24
10.80
275.89
11.18
275.51
11.71
274.98
11.73
274.96
PZ5-6S
4/10/2017
N/A
N/A
16
254.22
16
270.22
273.93
6
16
264.22
254.22
5-16
3-5
7.81
266.12
8.08
265.85
DRY
DRY
15.35
258.58
PZ5-6D
4/19/2017
N/A
N/A
16
254.60
30
270.60
273.04
20
30
250.60
240.60
18-30
16-18
5.85
267.19
6.12
266.92
17.45
255.59
16.75
256.29
PZ5-7S
4/5/2017
23.5
300.07
58.5
265.07
58.5
323.57
325.98
48.5
58.5
275.07
265.07
46.5-58.5
44-46.5
48.48
277.50
47.95
278.03
52.51
273.47
52.53
273.45
PZ5-8S
4/5/2017
13.5
275.81
22.7
266.61
22.5
289.31
291.80
12.5
22.5
276.81
266.81
10.5-22.5
8-10.5
18.09
273.71
17.78
274.02
21.95
1269.85
21.76
270.04
PZ5-8D
4/20/2017
N/A
N/A
22.7
265.26
44
287.96
290.76
34
44
253.96
243.96
32-44
30-32
14.60
276.16
14.28
276.48
19.30
271.46
19.26
271.50
PZ5-9D
5/2/2017
18.5
290.95
33.5
275.95
57.5
309.45
311.28
47.5
57.5
261.95
251.95
45-57.5
4245
47.80
263.48
42.45
268.83
52.55
258.73
53.11
258.17
PZ5-IOD
5/2/2017
13.5
326.61
28.5
311.61
75
340.11
342.75
65
75
275.11
265.11
63-75
61-63
77.51
265.24
DRY
DRY
DRY
DRY
DRY
DRY
PZ5-IOD-R
11/28/2017
38.5
303.72
58.5
283.72
90
342.22
345.23
70
90
272.22
252.22
68-90
66-68
N/A
N/A
N/A
N/A
77.36
267.87
77.68
267.55
PZ5-IID
4/19/2017
8.5
306.14
23.5
291.14
37
314.64
316.65
27
37
287.64
277.64
25-37
23-25
40.10
276.55
40.07
276.58
40.08
276.57
40.12
276.53
PZ5-12D
5/4/2017
8.5
271.11
9.5
270.11
42
279.61
282.99
32
42
247.61
237.61
3042
28-30
31.70
251.29
30.23
252.76
31.05
251.94
31.06
251.93
PZ5-13D
4/27/2017
23.5
287.64
33.5
277.64
57.5
311.14
313.56
47.5
57.5
263.64
253.64
45-57.5
43-45
48.86
264.70
48.38
265.18
53.30
260.26
52.32
261.24
PZ5-14S
4/5/2017
13.5
315.4
48.5
280.40
47.5
328.90
331.74
37.5
47.5
291.40
281.40
3547.5
33-35
46.35
285.39
DRY
DRY
DRY
DRY
48.50
283.24
PZ5-14D
11/28/2017
13.5
314.4
47
280.90
70
327.90
330.74
50
70
277.90
257.90
48-70
4648
N/A
N/A
N/A
N/A
53.50
277.24
56.36
274.38
PZ5-15S
4/13/2017
N/A
N/A
33.5
241.29
33.5
274.79
277.45
23.5
33.5
251.29
241.29
21-33.5
19-21
18.87
258.58
17.36
260.09
21.89
255.56
21.85
255.60
PZ5-16D
4/27/2017
23.5
286.06
26.5
283.06
40.5
309.56
311.90
30.5
40.5
279.06
269.06
28.5-40.5
26-28.5
29.64
282.26
29.45
282.45
35.90
276.00
37.35
274.55
PZ5-17S
4/11/2017
28.5
257.68
28.5
257.68
28.5
286.18
289.18
18.5
28.5
267.68
257.68
16-28.5
14-16
19.41
269.77
20.81
268.37
26.41
262.77
26.70
262.48
PZ5-18S
4/12/2017
3.5
256.04
13.5
246.04
13.5
259.54
262.42
3.5
13.5
256.04
246.04
2-13
1-2
12.95
249.47
13.01
249.41
14.76
247.66
13.62
248.80
PZ5-19S
4/10/2017
18.5
272.7
38.5
252.70
38.5
291.20
294.27
28.5
38.5
262.70
252.70
26-38.5
24-26
5.65
288.62
7.06
287.21
12.05
282.22
12.05
282.22
PZ5-20S
4/10/2017
13.5
250.47
19
244.97
20
263.97
ND
10
20
253.97
243.97
8-20
6-8
ART
ART
ART
ART
ART
ART
ART
ART
PZ5-20D
5/3/2017
N/A
N/A
19
245.06
34.5
264.06
ND
24.5
34.5
239.56
229.56
22-34.5
20-22
ART
ART
ART
ART
1.04
264.06
0.90
264.06
PZ5-21S
4/13/2017
23.5
266.28
28.5
261.28
28.5
289.78
292.21
18.5
28.5
271.28
261.28
16.5-28.5
14-16.5
26.87
265.34
26.35
265.86
DRY
DRY
30.98
261.23
PZ5-23D
11/13/2017
18.5
297.5
33.5
282.50
45
316.00
319.11
35
45
281.00
271.00
3345
31-33
N/A
N/A
N/A
N/A
41.05
278.06
40.26
278.85
PZ5-24D
11/13/2017
28.5
277.99
33.5
272.99
44
306.49
309.32
34
44
272.49
262.49
3244
31-33
N/A
N/A
N/A
N/A
37.17
272.15
37.04
272.28
PZ5-25S
11/14/2017
N /A
N/A
48.5
270.35
48.5
318.85
321.75
38.5
48.5
280.35
270.35
36.548.5
34.5-36.5
N/A
N/A
N/A
N/A
47.76
273.99
47.95
273.80
PZ5-26D
11/14/2017
28.5
300.25
33.5
295.25
55
328.75
331.99
40
55
288.75
273.75
38-55
36-38
N/A
N/A
N/A
N/A
46.35
285.64
46.36
285.63
PZ5-27D
11/15/2017
33.5
275.82
33.5
275.82
39.5
309.32
312.13
24.5
39.5
284.82
269.82
22.5-39.5
20.5-22.5
N/A
N/A
N/A
N/A
30.56
281.57
30.14
281.99
MW-13S
4/17/2017
28.5
235.61
33.5
230.61
33.5
264.11
266.61
23.5
33.5
240.61
230.61
21-33.5
19-21
6.60
260.01
6.41
260.20
10.22
256.39
10.25
256.36
MW-14D
4/26/2017
10
284.44
12
282.44
36
294.44
296.49
26
36
268.44
258.44
24-36
22-24
12.15
284.34
13.84
282.65
18.59
277.90
18.55
277.94
MW-15D
4/28/2017
33.5
1 297.33
38.5
292.33
54
330.83
332.92
44
54
286.83
276.83
42-54
4042
27.80
305.12
26.59
306.33
46.81
286.11
39.30
293.62
MW-16S
4/17/2017
28.5
289.12
48.5
269.12
48.5
317.62
320.03
38.5
48.5
279.12
269.12
3648.5
34-36
45.16
274.87
45.50
274.53
DRY
DRY
50.60
269.43
MW-17S
4/18/2017
23.5
273.92
28.5
268.92
28.5
297.42
300.58
18.5
28.5
278.92
268.92
16-28.5
14-16
18.41
282.17
20.95
279.63
DRY
DRY
32.14
268.44
MW-18S
4/14/2017
N/A
N/A
13.5
267.20
13.5
280.70
283.60
3.5
13.5
277.20
267.20
2.5-13.5
1-2.5
3.70
1
279.90
3.81
279.79
9.58
274.02
9.31
274.29
MW-19S
4/14/2017
28.5
292.18
36
284.68
36
320.68
323.02
26
36
294.68
284.68
24-36
22-24
31.85
291.17
32.11
290.91
37.21
285.81
34.95
288.07
MW-20S
4/14/2017
28.5
280.5
33
276.00
33
309.00
311.61
1 23
33
1 286.00
276.00
21-33
19-21
18.10
293.51
16.94
294.67
23.55
288.06
23.23
288.38
PWR = Partially Weathered Rock TOC - Top -of -Well Casing TOS = Top -of -Well Screen BOS = Bottom -of -Well Screen
W. L. = Water Level DRY = No measureable water in well ART = Well under artesian flow at the time of gauging N/A = Not applicable

Table 2
Depth -to -Bedrock and Rock Quality Data
Phase 5 Expansion Area - Anson Waste Management Facility
CEC Project No. 165-276
March 2018
Boring
Ground
Elevation
Drill Method
Auger
Refusal
Boring
Depth
Depth to
PWR
Bedrock
Depth
NQ Core
Run 7
Recovery
RQD
PZ5-ID
316.22
Auger/NQ
Coring
18.5
42.25
3.5
18.5
19.0-24.0
4.50 (90%)
1.05 (21%)
24.0-29.0
5.0 (100%)
3.7 (74%)
29.0-34.0
5.0 (100%)
4.9 (98%)
34.0-39.0
5.0 (100%)
3.6 (72%)
PZ5-2S
287.63
Auger
41.5
43.5
23.5
41.5
PZ5-3S
287.6
Auger
30
31.55
28.5
30
PZ5-4D
319.62
Auger/NQ
Coring
27
43.1
23.5
27
27.5-30.0
2.30 (92%)
1.45 (58%)
30.0-35.0
4.30 (86%)
3.85 (77%)
35.0-40.0
4.85 (97%)
4.50 (90%)
40.0-45.0
4.30 (86%)
3.50 (70%)
PZ5-5S
283.38
Auger
26.5
28.5
24.5
26.5
PZ5-5D
283.72
NQ Coring
20
35
N/A
20
17.0-20.0
2.85 (95%)
2.40 (48%)
20.0-25.0
4.20 (84%)
4.20 (84%)
25.0-30.0
4.60 (92%)
3.40 (68%)
30.0-35.0
4.90 (98%)
4.90 (98%)
PZ5-6S
270.22
Auger
16
19.5
N/A
16
PZ5-6D
270.6
Auger/NQ
Coring
16
30.05
N/A
16
18.5-20.0
1.35 (90%)
1.05 (70%)
20.0-25.0
4.60 (92%)
4.20 (84%)
25.0-30.0
4.70 (94%)
4.20 (84%)
PZ5-7S
323.57
Auger
58.5
61.1
23.5
58.5
PZ5-8S
289.31
Auger
22.7
24.65
13.5
22.7
PZ5-8D
287.96
NQ Coring
22.7
48.2
N/A
22.7
24.0-29.0
4.40 (88%)
2.60 (52%)
29.0-34.0
4.85 (97%)
4.00 (80%)
34.0-39.0
4.40 (88%)
3.50 (70%)
39.0-44.0
4.10 (82%)
3.65 (73%)
PZ5-9D
309.45
ACoringQ
Coring
33.5
59.05
18.5
33.5
32.5-37.5
4.90 (98%)
4.30 (86%)
37.5-42.5
5.00 (100%)
4.95 (99%)
42.5-47.5
5.00 (100%)
4.80 (96%)
47.5-42.5
4.80 (96%)
4.60 (92%)
42.5-47.5
5.00 (100%)
4.75 (95%)
PZ5-IOD
340.11
Auger/NQ
Coring
28 5
77.91
13.5
28.5
30.0-35.0
3.45 (69%)
1.10 (22%)
35.0-40.0
4.85 (97%)
3.10 (62%)
40.0-45.0
4.60 (92%)
3.45 (69%)
45.0-50.0
4.20 (84%)
2.55 (51%)
50.0-55.0
4.30 (86%)
3.85 (77%)
55.0-60.0
3.40 (68%)
2.50 (50%)
60.0-65.0
4.60 (92%)
4.50 (90%)
65.0-70.0
4.70 (94%)
4.00 (80%)
70.0-75.0
4.50 (90%)
3.50 (70%)

Table 2
Depth -to -Bedrock and Rock Quality Data
Phase 5 Expansion Area - Anson Waste Management Facility
CEC Project No. 165-276
March 2018
Boring
Ground
Elevation
Drill Method
Auger
Refusal
Boring
Depth
Depth to
PWR
Bedrock
Depth
NQ Core
Run 7
Recovery
RQD
PZ5-10D-R
Auger/NQ
Coring
58.5
90
38.5
58.5
59.0-60.0
0.80 (80%)
0.50 (50%)
60.0-65.0
4.70 (94%)
2.90 (58%)
65.0-70.0
4.35 (87%)
3.65 (73%)
70.0-75.0
4.75 (95%)
4.70 (94%)
75.0-80.0
4.00 (80%)
3.95 (79%)
80.0-85.0
4.70 (94%)
4.70 (94%)
85.0-90.0
4.60 (92%)
3.00 (60%)
PZ5-11D
314.64
ACoringQ
Coring
23.5
40.3
8.5
23.5
22.0-27.0
4.85 (97%)
4.20 (84%)
27.0-32.0
4.60 (92%)
4.40 (88%)
32.0-37.0
4.75 (95%)
4.45 (89%)
PZ5-12D
279.61
Auger/NQ
Coring
9.5
43.5
8.5
9.5
8.50-12.0
3.40 (97%)
3.00 (86%)
12.0-17.0
4.10 (82%)
1.70 (34%)
17.0-22.0
4.90 (98%)
3.80 (76%)
22.0-27.0
3.50 (70%)
3.20 (64%)
27.0-32.0
4.30 (86%)
1.95 (39%)
32.0-37.0
4.10 (82%)
3.20 (64%)
37.0-42.0
4.25 (85%)
3.75 (75%)
PZ5-13D
311.14
Auger/NQCoring
33.5
59.3
23.5
33.5
34.0-37.5
2.90 (83%)
1.85 (53%)
37.5-42.5
5.00 (100%)
4.70 (94%)
42.5-47.5
4.80 (96%)
4.65 (93%)
47.5-52.5
4.85 (97%)
4.50 (90%)
52.5-57.5
4.70 (94%)
3.60 (72%)
PZ5-14S
328.9
Auger
48.5
48.8
13.5
48.5
PZ5-14D
NQ Coring
46.5
70
13.5
46.5
47.0-50.0
2.90 (96%)
2.45 (81%)
50.0-55.0
4.30 (86%)
3.80 (76%)
55.0-60.0
4.80 (96%)
3.95 (79%)
60.0-65.0
4.25 (85%)
3.30 (66%)
65.0-70.0
5.00 (100%)
5.00 (100%)
PZ5-15S
274.79
Auger
33.5
35.7
N/A
33.5
PZ5-16D
309.56
Auger/NQ
Coring
26.5
42.6
23.5
26.5
26.5-30.5
4.00 (100%)
3.40 (85%)
30.5-35.5
4.60 (92%)
3.05 (61%)
35.5-40.5
5.00 (100%)
4.65 (93%)
PZ5-17S
286.18
Auger
28.5
30
25.5
28.5
PZ5-18S
259.54
Auger
13.5
16.95
3.5
13.5
PZ5-19S
291.2
Auger
38.5
40
18.5
38.5
PZ5-20S
263.97
Auger
19
20
13.5
19

Table 2
Depth -to -Bedrock and Rock Quality Data
Phase 5 Expansion Area - Anson Waste Management Facility
CEC Project No. 165-276
March 2018
Boring
Ground
Elevation
Drill Method
Auger
Refusal
Boring
Depth
Depth to
PWR
Bedrock
Depth
NQ Core
Run
Recovery
RQD
PZ5-20D
264.06
NQ Coring
19
34.3
N/A
19
17.5-19.3
1.05 (58%)
0.95 (53%)
19.3-24.3
4.80 (96%)
4.00 (80%)
24.3-29.3
5.00 (100%)
4.95 (99%)
29.3-34.3
4.90 (98%)
4.80 (96%)
PZ5-21S
289.78
Auger
28.5
31.05
23.5
28.5
PZ5-21D
342.22
Auger/NQ
Coring
58.5
90
23.5
58.5
60-65
4.58 (92%)
2.83 (57%)
65-70
4.42 (88%)
3.71 (74%)
70-75
4.75 (95%)
4.71 (94%)
75-80
4.00 (80%)
3.92 (78%)
80-85
4.71 (94%)
4.71 (94%)
85-90
4.58 (92%)
3.00 (60%)
PZ5-23D
Auger/NQ
Coring
33.5
45
18.5
33.5
34.0-35.0
1.00 (100%)
1.00 (100%)
35.0-37.0
1.90 (95%)
2.40 (80%)
37.0-40.0
2.80 (93%)
2.70 (90%)
40.0-45.0
4.80 (96%)
4.80 (96%)
PZ5-24D
Auger/NQ
Coring
33.5
44
28.5
33.5
34.0-39.0
3.50 (70%)
1.90 (38%)
39.0-44.0
4.00 (80%)
2.00 (40%)
PZ5-25S
Auger
48.5
48.5
48.5
48.5
PZ5-26D
Auger/NQ
Coring
33.5
55
28.5
33.5
34.0-35.0
0.35 (35%)
0.35 (35%)
35.0-40.0
4.40 (88%)
4.00 (80%)
40.0-45.0
4.70 (94%)
2.90 (83%)
45.0-50.0
5.00 (100%)
3.40 (68%)
50.0-55.0
4.95 (99%)
4.80 (96%)
PZ5-27D
Auger/NQ
Coring
33.5
39.5
28.5
33.5
30.0-34.5
1.80 (45%)
3.40 (75%)
34.5-39.5
4.80 (96%)
2.60 (52%)
MW-13S
264.11
Auger
33.5
35.8
28.5
33.5
MW-14D
294.44
Auger/NQ
Coring
12
35.4
10
12
12.0-16.0
4.00 (100%)
4.00 (100%)
16.0-21.0
5.00 (100%)
5.00 (100%)
21.0-26.0
5.00 (100%)
3.80 (76%)
26.0-31.0
5.00 (100%)
5.00 (100%)
31.0-36.0
4.85 (97%)
4.85 (100%)
MW-15D
330.83
oring
ACoringQ
C
38.5
57.65
33.5
38.5
39.0-44.0
5.00 (100%)
2.00 (40%)
44.0-49.0
5.00 (100%)
2.75 (55%)
49.0-54.0
5.00 (100%)
1.80 (36%)
MW-16S
317.62
Auger
48.5
49.65
28.5
48.5
MW-17S
297.42
Auger
28.5
30
23.5
28.5
MW-18S
280.7
Auger
13.5
16.1
N/A
13.5
MW-19S
320.68
Auger
36
38.45
28.5
36
MW-20S
309
Auger
33
35.85
28.5
33
PWR = Partially Weathered Rock RQD = Rock Quality Designation (Measured in Feet)

Table 3
Historical Water Level Data
Existing Landfill Detection Monitoring Well Network
Design Hydrogeologic Investigation
Phase 5 Expansion Area - Anson Waste Management Facility
CEC Project No.165-276
March 2018
Well
Well
Depth
TOC
Elevation
Max. W. L.
Elev. from
2001 and
2015 *
Date
Observed
W. L.
TOC
W. L.
Elevation
W. L.
TOC
W. L.
Elevation
W. L.
TOC
W. L.
Elevation
W. L.
TOC
W. L.
Elevation
W. L.
TOC
W. L.
Elevation
W. L.
TOC
W. L.
Elevation
W. L.
TOC
W. L.
Elevation
W. L.
TOC
W. L.
Elevation
W. L.
TOC
W. L.
Elevation
W. L.
TOC
W. L.
Elevation
W. L.
TOC
W. L.
Elevation
W. L.
TOC
W. L.
Elevation
11/16/09
11/16/09
12/13/10
12/13/10
4/16/12
4/16/12
4/15/13
4/15/13
10/14/13
10/14/13
10/28/14
10/28/14
4/20/15
1 4/20/15
10/22/15
10/22/15
4/4/16
4/4/16
10/20/16
10/20/16
4/26/17
4/26/17
10/24/17
10/24/17
Shallow Wells
MW-2S
22.5
318.00
304.99
4/20/15
15.45
302.55
18.35
299.65
14.39
303.61
13.75
304.25
14.39
303.61
16.40
301.60
13.01
304.99
14.44
303.56
12.67
305.33
14.50
303.50
14.22
303.78
17.35
300.65
MW-3S
38.8
295.87
292.09
4/20/15
12.60
283.27
13.45
282.42
10.33
285.54
5.31
290.56
9.30
286.57
9.07
286.80
3.78
292.09
6.71
289.16
5.39
290.48
8.71
287.16
7.18
288.69
9.36
286.51
MW-4S
43.6
294.29
286.05
4/20/15
15.75
278.54
15.18
279.11
14.52
279.77
12.49
281.80
12.39
281.90
11.01
283.28
8.24
286.05
10.10
284.19
8.56
285.73
10.12
284.17
9.41
284.88
11.66
282.63
MW-5S
40.5
282.15
275.95
4/20/15
12.73
269.42
12.57
269.58
11.38
270.77
9.48
272.67
9.46
272.69
8.25
273.90
6.20
275.95
7.51
274.64
5.39
276.76
6.82
275.33
6.39
275.76
8.17
273.98
MW-8S
35.5
311.85
299.64
5/5/03
19.63
292.22
19.96
291.89
19.68
292.17
17.34
294.51
17.71
294.14
19.76
292.09
16.61
295.24
19.16
292.69
16.32
295.53
19.94
291.91
19.34
292.51
21.78
290.07
MW-9
27.7
274.58
NM
N/A
N/A
N/A
N/A
N/A
15.61
258.97
18.42
256.16
16.57
258.01
14.55
260.03
16.75
257.83
14.92
259.66
13.92
260.66 1
15.42
259.16
14.81
259.77
16.04
258.54
Deep Wells
MWAD
17.2
309.69
293.95
5/5/03
20.60
289.09
21.46
288.23
20.75
88.94
17.77
291.92
20.11
289.58
22.35
287.34
16.82
292.87
21.16
288.53
18.02
291.67
22.56
287.13
20.43
289.26
19.10
290.59
MW-2D
30.0
317.74
305.37
5/l/07
19.45
298.29
19.13
298.61
17.7200.02
17.30
300.44
17.02
300.72
18.71
299.03
16.06
301.68
17.78
299.96
14.95
302.79
17.31
300.43
15.58
302.16
19.19
298.55
MW-3D
30.5
295.60
289.51
4/20/15
13.41
282.19
13.33
282.27
11.9283.68
r270.93
9.74
285.86
9.60
286.00
9.00
286.60
6.09
289.51
6.12
289.48
6.11
289.49
8.87
286.73
7.88
287.72
10.31
285.29
MW-4D
15.0
294.16
285.48
4/20/15
16.03
278.13
15.68
278.48
15.2678.90
13.17
280.99
12.85
281.31
11.23
282.93
8.68
10.31
283.85
8.72
285.44
10.22
283.94
9.73
284.43
11.91
282.25
MW-5D
30.2
281.94
276.26
4/20/15
12.10
269.84
12.31
269.63
11.01
9.01
272.93
9.14
272.80
8.01
273.93
5.68
276.26
7.21
274.73
5.26
276.68
6.67
275.27
5.11
276.83
8.19
273.75
MW-8D
15.8
311.61
297.60
5/5/03
20.04
291.57
20.64
290.97
18.62
292.99
15.79
295.82
16.99
294.62
19.68
291.93
16.02
295.59
18.52
293.09
15.85
295.76
19.32
292.29
18.85
292.76
2.89
308.72
W. L. = Water Level TOC - Top -of -Well Casing
Note 1: TOC elevations from Table 1 of the Baseline Sampling Report dated June 2011 by Almes & Associates, Inc. except MW-9 provided by Lawrence
Associates.
Note 2: Depth -to -water measurements collected by Prism Laboratories, Inc. (2009 to 2014) or S&ME in the indicated month and year.
* Data from SCS Engineers Design Hydrogeologic Investigation Report - Anson Waste Management Facility Phase 3 and 4, October 5, 2015.
4/20/15 W.L. -
4/26/17 W.L.
4/4/16 W.L. -
4/26/17 W.L.
Diff
GM
Diff.
I GM
1.21
173
1.55
1.36
3.40
1.79
1.17
0.85
0.19
1.00
2.4
3.02
1.9.30
0.89
Diff. = Difference
G.M. = Geometric Mean

APPENDIX A
PHASE 5 BORING LOGS
Civil & Environmental Consultants, Inc.

Civil & Environmental Consultants, Inc. BORING NUMBER MW-13S
PAGE 1 OF 2
,H�� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/17/17 COMPLETED 4/17/17 GROUND ELEVATION 264.11 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger BEFORE CORING NA
CEC REP MBG CHECKED BY EHS TAT END OF DRILLING 6.2 ft / Elev 257.9 ft
NOTES 528hrs AFTER DRILLING 6.6 ft / Elev 257.5 ft
0
~
>
w
U
o O
Q�
0
MATERIAL DESCRIPTION
=
a
wv
0
w
}
Lu
J
a5
2 Z
<
o
>-
w 0
0-
0
W
U w
0? Q
m0>
0 z
A SPT N VALUE A
20 40 60 80
PL LL
20 40 60 80
❑ FINES CONTENT (%) ❑
20 40 60 80
260
Light brown to orange clayey SILT, dry, soft, (RESIDUAL SOIL)
Dark red to gray SILT, dry, dense, (RESIDUAL SOIL)X
Dark red to dark gray SILT, dry, hard, (WEATHERED ROCK)
Dark red SILT, moist-, hard, (WEATHERED ROCK)
Gray sandy SILT, moist-, hard, (WEATHERED ROCK)
Dark gray to dark red SILT, moist-, dense, (WEATHERED ROCK)
Dark gray to dark red SILT, wet, hard, Wet split spoon.,
(WEATHERED ROCK)
5
SS
1
100
2-1-1
(2)
SS
2
83
9-16 30
(46)
255
10
SS
3
15
24-50-2
(52)
250
15
SS
4
55
32-50-4
(54)
245
20
SS
5
15
50-5
240
25
SS
6
43
24-13-29
(42)
235
30
SS
7
20
50-3
230
-M
35
___F_Dark
gray ROCK FRAGMENTS, wet, hard, (ROCK)
n
SS
_T7
(Continued Next Page)

BORING NUMBER MW-13S
- ` Civil & Environmental Consultants, Inc.
,- 1900 A Center Park Drive PAGE 2 OF 2
' �A Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
w
o
A SPT N VALUE A
0
U
}
U) w
20 40 60 80
~
0-0
=
a
Lu
w 0
0 ? Q
PL �L
>
Q�
MATERIAL DESCRIPTION
wv
J
0�
�
o
2 Z
0
m0>
0 z
20 40 60 80
w
<
El FINES CONTENT (%) El
35
20 40 60 80
Bottom of boring at 35.8 feet.

BORING NUMBER MW-14D
& Environmental Consultants, Inc.
PAGE 1 OF 2
fj_j_A_Civil
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/3/17 COMPLETED 4/26/17 GROUND ELEVATION 294.44 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger & NQ Core Z-7 BEFORE CORING 12.0 ft / Elev 282.4 ft
CEC REP EHS CHECKED BY EHS AT END OF DRILLING NA
NOTES Temp. piezometer dry at AR (12' bgs). Core to water table. 288hrs AFTER DRILLING 12.2 ft / Elev 282.3 ft
w
o
A SPT N VALUE A
p
U
=
}
U w
20 40 60 80
PLMC �L
~
>
o_ OO
MATERIAL DESCRIPTION
a
Lu
J
w 0
p? Q
Q�
0
wv
o-D
O-
U
MO>
20 40 60 80
El FINES CONTENT (%) El
w
2Z
<
W
UZ
0
20 40 60 80
Red to brown clayey SILT, dry, soft, (RESIDUAL SOIL)
SS
2-2-2
1
100
(4)
290
Graytobrown mottled SILT, dry, stiff, Slaty cleavage., (RESIDUAL
5X
SS
2
100
6-10 16
(26)
285
Gray to tan mottled SILT, dry, hard, Mn staining., (WEATHERED
ROCK)
10
SS
31-50-5
3
33
(55)
- Gray ROCK FRAGMENTS, dry, hard, (ROCK)
SS
0
50-0
280
15
4
Gray SILTSTONE, fresh, massive, Highly competent gray siltstone.
NQ
100
1
(100)
275
20
Gray SILTSTONE, fresh, massive, Semi -competent rock with horizontal
fractures.
NQ
100
270
25
2
(100)
Gray SILTSTONE, moderately weathered, slightly broken, massive,
Semi -competent rock with horizontal fractures.
NQ
100
265
30
3
(76)
Gray SILTSTONE, fresh, massive, Highly competent gray siltstone.
NQ
100
260
35
4
(100)
(Continued Next Page)

BORING NUMBER MW-14D
- ` Civil & Environmental Consultants, Inc.
,- 1900 A Center Park Drive PAGE 2 OF 2
' �A Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
w
o
A SPT N VALUE A
0
U
}
U) w
20 40 60 80
~
0-0
=
a
Lu
w 0
0 ? Q
PL �L
>
Q�
MATERIAL DESCRIPTION
wv
J
0�
�
o
2 Z
0
m0>
0 z
20 40 60 80
w
<
w
ElFINES CONTENT (%) El
35
co
20 40 60 80
Gray SILTSTONE, fresh, massive, Highly competent gray siltstone.
Bottom of boring at 35.4 feet.
NQ
97
5
(97)

fff—J—A—Civil & Environmental Consultants, Inc. BORING NUMBER MW-15D
��� 1900 A Center Park Drive PAGE 1 OF 2
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/28/17 COMPLETED 4/28/17 GROUND ELEVATION 330.83 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger & NQ Core Z-7 BEFORE CORING 38.5 ft / Elev 292.3 ft
CEC REP EHS CHECKED BY EHS AT END OF DRILLING NA
NOTES 240hrs AFTER DRILLING 27.8 ft / Elev 303.0 ft
0
~
>
w
U
o O
Q�
0
MATERIAL DESCRIPTION
=
a
wv
0
w
}
Lu
J
a5
2 Z
<
o
>-
w 0
0-
0
W
U w
0? Q
m0>
0 z
A SPT N VALUE A
20 40 60 80
PL LL
20 40 60 80
❑ FINES CONTENT (%) ❑
20 40 60 80
330
Tan to gray sandy SILT, dry, hard, (WEATHERED ROCK)
325
Yellow to tan to orange mottled SILT, with sandy, silt dry, hard,
5
SS
1
10
50-4
320
(WEATHERED ROCK)
Tan to gray sandy SILT, dry, dense, (WEATHERED ROCK)
10
SS
2
100
39-50 2
(52)
315
Tan sandy SILT, with rock fragments, dry, dense, (WEATHERED
15
SS
3
100
14-32-50-2
(82)
310
ROCK)
Tan ROCK FRAGMENTS, dry, hard, (WEATHERED ROCK)
20
SS
4
10
50-2
305
25
SS
5
0
50-2
Tan to gray cemented SILT, dry, hard, (WEATHERED ROCK)
300
Tan to gray cemented SILT, dry, hard, (WEATHERED ROCK)
30
SS
6
7
37-36-50-4
(86)
35
SS
(Continued Next Page)

BORING NUMBER MW-15D
& Environmental Consultants, Inc.
PAGE 2OF2
fj_j_A_Civil
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
w
o
A SPT N VALUE A
0
U
=
}
U) w
20 40 60 80
PL LL
~
>
o O
MATERIAL DESCRIPTION
a
Lu
J
w 0
0? Q
Q�
wv
o-5
0-
m0>
20 40 60 80
0
2 Z
0
0 Z
w
<
ElFINES CONTENT (%) El
35
co
20 40 60 80
295
50-0
Tan to gray cemented SILT, dry, hard, (WEATHERED ROCK)
40
SS
0
50-0
45
290
Gray SILTSTONE, moderately weathered, slightly broken, massive,
8
Very fractured to competent gray siltstone with high angle and
285
sub -horizontal fractures.
NQ
100
1
(40)
Gray SILTSTONE, slightly weathered, massive, Semi -competent gray
50
siltstone with mostly sub -horizontal fractures.
280
NQ
100
2
(55)
Gray SILTSTONE, fresh, broken, massive, Competent gray siltstone
55
but highly fractured sub -horizontal and vertically.
275
NQ
100
3
(36)
Bottom of boring at 57.7 feet.

fj_j_A_Civil & Environmental Consultants, Inc. BORING NUMBER MW-16S
PAGE 1 OF 2
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/17/17 COMPLETED 4/17/17 GROUND ELEVATION 317.62 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger BEFORE CORING NA
CEC REP MBG CHECKED BY EHS TAT END OF DRILLING 47.8 ft / Elev 269.8 ft
NOTES 504hrs AFTER DRILLING 45.2 ft / Elev 272.5 ft
0
~
>
w
U
o O
Q�
0
MATERIAL DESCRIPTION
=
a
wv
0
w
}
Lu
J
a5
2 Z
<
o
w 0
0-
0
W
U w
0? Q
m0>
0 z
A SPT N VALUE A
20 40 60 80
PL LL
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
315
Orange to tan to black SILT, dry, soft, (RESIDUAL SOIL)
SS
1
100
3-4-4
(8)
SGray
OIL) o tan to red SILT, trace rock fragments, dry, stiff, (RESIDUAL
5
SS
2
88
10-12-12
(24)
310
Orange to white SILT, trace rock fragments, dry, soft, (RESIDUAL
SOIL)
10
SS
3
87
15-15-19
(34)
305
Orange to white to red SILT, trace rock fragments, moist-, soft,
(RESIDUAL SOIL)
15
SS
4
87
6-7-6
(13)
300
Orange to white to red SILT, trace rock fragments, moist-, soft,
(RESIDUAL SOIL)
20
SS
5
57
5-7-14
(21)
295
Tan to gray to orange SILT, dry, soft, (RESIDUAL SOIL)
25
SS
6
57
3-10-12
(22)
290
Orange to gray SILT, dry, hard, Black streaks present.,
(WEATHERED ROCK)
30
SS
7
20
50-6
285
Light gray cemented SILT, trace rock fragments, dry, dense,
WSS
(WEATHERED ROCK)
35
(Continued Next Page)

fff—J—A—Civil & Environmental Consultants, Inc. BORING NUMBER MW-16S
��� 1900 A Center Park Drive PAGE 2OF2
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
p
~
>
w
U
o O
Q�
0
MATERIAL DESCRIPTION
=
a
wv
35
w
Lu
J
o-D
2Z
<
co
o
}
w 0
O-
U
U) w
p? Q
MO>
UZ
A SPT N VALUE A
20 40 60 80
PLMC LL
20 40 60 80
ElFINES CONTENT (%) El
20 40 60 80
280
Light gray to orange SILT, dry, dense, (WEATHERED ROCK)
40
SS
9
20
50-6
275
Light gray to tan SILT, moist, dense, (WEATHERED ROCK)
45
10
10
50-4
270
1
Tan cemented SILT, trace rock fragments, wet, hard, Wet split
spoon., (ROCK)
Bottom of boring at 49.7 feet.
S
10
50-2

fj_j_A_Civil & Environmental Consultants, Inc. BORING NUMBER MW-17S
��� 1900 A Center Park Drive PAGE 1 OF 1
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/18/17 COMPLETED 4/18/17 GROUND ELEVATION 297.42 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger BEFORE CORING NA
CEC REP MBG CHECKED BY EHS TAT END OF DRILLING 26.9 ft / Elev 270.5 ft
NOTES 7-480hrs AFTER DRILLING 18.4 ft / Elev 279.0 ft
0
~
>
w
U
o O
w
0
MATERIAL DESCRIPTION
=
a
w v
0
w
Lu
J
a 5
2 Z
<
CO
o
}
w 0
0-
0
w
U) w
0? Q
m 0>
0 z
A SPT N VALUE A
20 40 60 80
PL LL
20 40 60 80
ElFINES CONTENT (%) El
20 40 60 80
295
Orange SILT, dry, soft, (RESIDUAL SOIL)
K�js
100
2-1-2
(3)
Orange SILT, dry, dense, (WEATHERED ROCK)
5
X
SS
2
38
21-35-38
(73)
290
Tan SILT, trace rock fragments, dry, dense, (WEATHERED ROCK)
10
SS
F3
87
14-16-29
(45)
285
Tan cemented SILT, dry, dense, (WEATHERED ROCK)
15
SS
4
57
35-40-50
(90)
280
Tan cemented SILT, trace rock fragments, dry, dense,
(WEATHERED ROCK)
20
LS5S26-30
43
42
(72)
275
Tan cemented SILT, trace rock fragments, dry, dense,
(WEATHERED ROCK)
25
SS
6
10
50-1
270
=
Tan ROCK FRAGMENTS, moist-, hard, (ROCK)
Bottom of boring at 30.0 feet.
30
LSS
0
50 0

fff—J—A—Civil & Environmental Consultants, Inc. BORING NUMBER MW-18S
��� 1900 A Center Park Drive PAGE 1 OF 1
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/14/17 COMPLETED 4/14/17 GROUND ELEVATION 280.70 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger BEFORE CORING NA
CEC REP MBG CHECKED BY EHS TAT END OF DRILLING 3.3 ft / Elev 277.4 ft
NOTES 576hrs AFTER DRILLING 3.7 ft / Elev 277.0 ft
0
~
>
w
U
o O
Q�
0
MATERIAL DESCRIPTION
=
a
wv
0
w
Lu
J
o-5
2 Z
<
o
}
w 0
0-
0
W
U) w
0? Q
m0>
0 z
A SPT N VALUE A
20 40 60 80
PL LL
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
280
Light brown sandy SILT, wet, soft, (RESIDUAL SOIL)
KSS
1
100
1-1-2
(3)
Tan to orange SILT, wet, soft, (RESIDUAL SOIL)
5
SS
2
100
1-4-4
(8)
275
Light gray CLAY, wet, soft, (RESIDUAL SOIL)
270
------------------------------
Gray ROCK FRAGMENTS, wet, hard, (ROCK)
10
SS
3
100
5-5-8
(13)
265
Bottom of boring at 16.1 feet.
15
SS
4
0
50-0

fj_j_A_Civil & Environmental Consultants, Inc. BORING NUMBER MW-19S
PAGE 1 OF 2
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/14/17 COMPLETED 4/14/17 GROUND ELEVATION 320.68 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger BEFORE CORING NA
CEC REP MBG CHECKED BY EHS TAT END OF DRILLING 35.9 ft / Elev 284.8 ft
NOTES 576hrs AFTER DRILLING 31.9 ft / Elev 288.8 ft
0
~
>
w
U
o O
Q�
0
MATERIAL DESCRIPTION
=
a
wv
0
w
}
Lu
J
o-5
2 Z
<
o
w 0
0-
0
W
U w
0? Q
m0>
0 z
A SPT N VALUE A
20 40 60 80
PL LL
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
320
Orange SILT, trace rock fragments, dry, soft, (RESIDUAL SOIL)
SS
1
100
2-3-4
(7)
Tan to gray cemented SILT, moist-, dense, (WEATHERED ROCK)
SS
13-32-50-5
5
2
100
(82)
315
Tan to gray cemented SILT, moist-, dense, (WEATHERED ROCK)
310
Tan to gray cemented SILT, moist-, dense, (WEATHERED ROCK)
10
SS
3
33
31-50-3
(53)
AL
305
Tan to gray to red cemented SILT, moist-, dense, (WEATHERED
15
SS
4
0
50-4
300
ROCK)
Tan to orange gravelly SILT, with rock fragments, moist-, hard,
20
SS
5
20
25-50-4
(54)
295
(WEATHERED ROCK)
Tan to orange gravelly SILT, with rock fragments, moist-, hard,
25
SS
6
20
30 50 4
(54)
290
(WEATHERED ROCK)
17
30
SS
7
20
50-6
Tan ROCK FRAGMENTS, dry, hard, (WEATHERED ROCK)
35
SS
(Continued Next Page)

BORING NUMBER MW-19S
- ` Civil & Environmental Consultants, Inc.
,- 1900 A Center Park Drive PAGE 2 OF 2
' �A Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
w
o
A SPT N VALUE A
0
U
}
U) w
20 40 60 80
~
0-0
=
a
Lu
w 0
0 ? Q
PL �L
>
MATERIAL DESCRIPTION
w v
J
0�
w
0
o
2Z
U
m 0>
UZ
20 40 60 80
w
<
ElFINES CONTENT (%) El
35
co
20 40 60 80
285
1
Tan ROCK FRAGMENTS, dry, hard, (ROCK)
SS
0
50-0
9
Bottom of boring at 38.5 feet.

fj_j_A_Civil & Environmental Consultants, Inc. BORING NUMBER MW-20S
PAGE 1 OF 2
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/14/17 COMPLETED 4/14/17 GROUND ELEVATION 309.00 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger BEFORE CORING NA
CEC REP MBG CHECKED BY EHS TAT END OF DRILLING 18.7 ft / Elev 290.3 ft
NOTES 576hrs AFTER DRILLING 18.1 ft / Elev 290.9 ft
0
~
>
w
U
o O
Q�
0
MATERIAL DESCRIPTION
=
a
wv
0
w
}
Lu
J
o-5
2 Z
<
o
w 0
0-
0
W
U w
0? Q
m0>
0 z
A SPT N VALUE A
20 40 60 80
PL LL
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
305
Orange to tan clayey SILT, trace rock fragments, dry, soft,
(RESIDUAL SOIL)
Orange SILT, dry, soft, (RESIDUAL SOIL)
Gray to orange clayey SILT, dry, hard, (WEATHERED ROCK)
Dark gray to orange cemented SILT, dry, hard, (WEATHERED
ROCK)
1 Light gray sandy SILT, moist, soft, (RESIDUAL SOIL)
Dark red to light gray SILT, moist-, soft, (RESIDUAL SOIL)
Orange to gray sandy SILT, moist, hard, (WEATHERED ROCK)
Orange to gray SILT, with rock fragments, wet, hard, Wet split
spoon., (ROCK)
5
SS
1
100
2-3-3
(6)
X2
SS
100
6-8-11
(19)
300
10
SS
3
100
11-8-12
(20)
295
15
SS
4
33
15-32-46
(78)
290
20
SS
5
80
22-24-20
(44)
285
25
SS
6
50
8-27-50-3
(77)
280
30
SS
7
20
50-2
275
35
SS
10
50-0
(Continued Next Page)

BORING NUMBER MW-20S
- ` Civil & Environmental Consultants, Inc.
,- 1900 A Center Park Drive PAGE 2 OF 2
' �A Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
w
o
A SPT N VALUE A
0
U
}
U) w
20 40 60 80
~
0-0
=
a
Lu
w 0
0 ? Q
PL �L
>
Q�
MATERIAL DESCRIPTION
wv
J
0�
�
o
2 Z
0
m0>
0 z
20 40 60 80
w
<
w
ElFINES CONTENT (%) El
35
co
20 40 60 80
Bottom of boring at 35.9 feet.

BORING NUMBER PZ5-1 D
& Environmental Consultants, Inc.
PAGE 1 OF 2
fj_j_A_Civil
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/10/17 COMPLETED 4/21/17 GROUND ELEVATION 316.22 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger & NQ Core Z-7 BEFORE CORING 18.5 ft / Elev 297.7 ft
CEC REP EHS CHECKED BY EHS AT END OF DRILLING NA
NOTES Temp. piezometer dry at AR (18.5' bgs). Core to water table. 7-408hrs AFTER DRILLING 36.3 ft / Elev 280.0 ft
w
o
A SPT N VALUE A
0
U
=
}
>-
U w
20 40 60 80
PL �L
~
>
o_ OO
MATERIAL DESCRIPTION
a
Lu
J
w 0
0 ? Q
Q�
0
wv
a5
0-
m0>
20 40 60 80
El FINES CONTENT (%) El
w
2 Z
<
0
W
0 Z
0
20 40 60 80
315
Tan to orange coarse to medium SILT, trace rock fragments, dry,
SS
4-6 11
stiff, (RESIDUAL SOIL)
1
100
(17)
Tan fine to medium SILT, trace rock fragments, dry, hard,
(WEATHERED ROCK)
5
SS
2
8
50-5
310
Tan fine to medium SILT, trace rock fragments, dry, hard,
(WEATHERED ROCK)
10
SS
3
0
50-1
305
Tan fine to medium SILT, some rock fragments, dry, hard,
(WEATHERED ROCK)
15
SS
4
0
50-1
300
17 -----------------------------
Tan fine SILT, and rock fragments, dry, hard, (ROCK)
20
SS
0
50-0
5
295
Tan to gray SILTSTONE, moderately weathered, slightly broken,
25
massive, Vertical and sub -horizontal highly fractured rock with FeMn
290
staining.
NQ
90
1
(21)
Tan to gray SILTSTONE, moderately weathered, slightly broken,
30
massive, Competent rock with high angle and sub -horizontal fractures.
285
Color change to gray at 28' bgs.
NQ
100
2
(74)
Gray to tan SILTSTONE, slightly weathered, massive, Weathered on
35
(Continued Next Page)

BORING NUMBER PZ5-1 D
- ` Civil & Environmental Consultants, Inc.
,- 1900 A Center Park Drive PAGE 2 OF 2
' �A Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
w
o
A SPT N VALUE A
0
U
}
U) w
20 40 60 80
~
o O
=
a
Lu
w 0
0? Q
PL LL
>
Q�
MATERIAL DESCRIPTION
wv
J
0-
0
o-5
2 Z
0
m0>
0 Z
20 40 60 80
w
<
W
El FINES CONTENT (%) El
35
20 40 60 80
surface to tan. Medium sub -horizontal fractures with staining in
280
y fractures. One large quartz filled fracture.
_
NQ
100
3
(98)
" "
`Gray to tan SILTSTONE, slightly weathered, broken, massive _ _
40
275
NQ
100
4
(72)
Bottom of boring at 42.3 feet.

Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-2S
PAGE 1 OF 2
,H�� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/7/17 COMPLETED 4/7/17 GROUND ELEVATION 287.63 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger BEFORE CORING NA
CEC REP MBG CHECKED BY EHS TAT END OF DRILLING 6.9 ft / Elev 280.7 ft
NOTES 744hrs AFTER DRILLING 6.7 ft / Elev 280.9 ft
0
~
>
w
U
o O
Q�
0
MATERIAL DESCRIPTION
=
a
wv
0
w
}
Lu
J
o-5
2 Z
<
o
>-
w 0
0-
0
W
U w
0? Q
m0>
0 z
A SPT N VALUE A
20 40 60 80
PL LL
20 40 60 80
❑ FINES CONTENT (%) ❑
20 40 60 80
285
Brown SILT, moist, Organic material, (RESIDUAL SOIL)
Ts's
100
2-1-1
(2)
Tan to orange to red SILT, with saprolite, dry, soft, Saprolitic gray
layers, (RESIDUAL SOIL)
5
X2S
100
5 7-10
(17)
280
Tan to gray SILT, with saprolite, dry, stiff, (RESIDUAL SOIL)
10
SS
3
100
11-16-18
(34)
275
Orange to tan sandy SILT, dry, dense, (WEATHERED ROCK)
15
SS
4
60
44-50-1
(51)
270
Orange to black silty SAND, and silty, clay moist, dense,
(WEATHERED ROCK)
20
SS
5
50
37-50 3
(53)
265
Dark gray SANDSTONE FRAGMENTS, moist-, dense,
(WEATHERED ROCK)
25
SS
6
33
50 5
260
Dark gray SANDSTONE FRAGMENTS, moist-, hard, (WEATHERED
ROCK)
30
SS
7
33
50-4
255
Dark gray to pink SANDSTONE FRAGMENTS, dry, hard,
(WEATHERED ROCK)
35
SS
(Continued Next Page)

BORING NUMBER PZ5-2S
& Environmental Consultants, Inc.
PAGE 2OF2
fff—J—A—Civil
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
w
o
A SPT N VALUE A
0
U
}
>-
U w
20 40 60 80
~
o O
=
a
Lu
w 0
0? Q
PL LL
>
Q�
MATERIAL DESCRIPTION
wv
J
0-
0
o-5
2Z
U
m0>
UZ
20 40 60 80
w
<
ElFINES CONTENT (%) El
35
co
20 40 60 80
250
Light gray cemented SANDSTONE FRAGMENTS, dry, hard,
(WEATHERED ROCK)
40
SS
9
0
50-2
Light gray SANDSTONE, wet, hard, Wet spoon, (ROCK)
245
SS
0
50-0
10
Bottom of boring at 43.5 feet.

fl—j—A—Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-3S
PAGE 1 OF 1
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/7/17 COMPLETED 4/7/17 GROUND ELEVATION 287.60 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger BEFORE CORING NA
CEC REP MBG CHECKED BY EHS TAT END OF DRILLING 28.9 ft / Elev 258.7 ft
NOTES 744hrs AFTER DRILLING 29.9 ft / Elev 257.8 ft
0
~
>
w
U
o O
Q�
0
MATERIAL DESCRIPTION
=
a
wv
0
w
}
Lu
J
o-5
2 Z
<
o
w 0
0-
0
W
U w
0? Q
m0>
0 z
A SPT N VALUE A
20 40 60 80
PL LL
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
285
Orange to tan silty CLAY, dry, loose, (RESIDUAL SOIL)
KSjs
100
3-3-4
(7)
Red to orange SILT, dry, stiff, (RESIDUAL SOIL)
5
SS
2
100
6-9-13
(22)
280
Dark red SILT, dry, stiff, (RESIDUAL SOIL)
10
SS
3
100
4-6-10
(16)
275
Red to tan SILT, trace sandstone fragments, dry, dense,
(WEATHERED ROCK)
15
SS
4
100
2-13-25
(38)
270
Light brown SILT, dry, hard, (WEATHERED ROCK)
20
SS
5
100
9-21-50-4
(71)
265
Light brown to orange SILT, trace sandstone fragments, moist,
dense, (WEATHERED ROCK)
25
SS
6
100
21-21-26
(47)
260
1 Light gray to pink SILT, trace sandstone fragments, dry, hard,
- (WEATHERED ROCK)____________________
Light gray SANDSTONE, dry, hard, (ROCK)
30
SS
7
50
6-50-3
53
Bottom of boring at 31.6 feet.
SS
17
50-0
8

fj_j_A_Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-4D
PAGE 1 OF 2
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/4/17 COMPLETED 5/1/17 GROUND ELEVATION 319.62 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger & NQ Core Z-7 BEFORE CORING 27.0 ft / Elev 292.6 ft
CEC REP MBG CHECKED BY EHS AT END OF DRILLING NA
NOTES Temp. piezometer dry at AR (27' bgs). Core to water table. 7-168hrs AFTER DRILLING 36.5 ft / Elev 283.1 ft
0
~
>
w
U
o_ OO
Q�
0
MATERIAL DESCRIPTION
=
a
wv
0
w
}
Lu
J
a5
2 Z
<
o
>-
w 0
0-
0
W
U w
0 ? Q
m0>
0 Z
A SPT N VALUE A
20 40 60 80
PL �L
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
Pink to red SILT, dry, loose, Three inches of organic sandy silt,
(RESIDUAL SOIL)
KSS
1
100
3-3-4
(7)
315
Yellow to tan to gray SILT, dry, medium dense, (RESIDUAL SOIL)
5
2S
100
5-1319
(32)
310
Pink to tan mottled SILT, dry, dense, (WEATHERED ROCK)
10
SS
3
100
9-16-24
(40)
305
Gray cemented SILT, some rock fragments, dry, hard,
(WEATHERED ROCK)
15
SS
4
50
39-50-3
(53)
300
Gray cemented SILT, some rock fragments, dry, hard,
(WEATHERED ROCK)
20
SS
5
33
34-50-1
(51)
295
Gray ROCK FRAGMENTS, dry, hard, (WEATHERED ROCK)
25
SS
6
0
50-2
-----------------------------
Gray ROCK FRAGMENTS, dry, hard, (ROCK)
SS
7
0
50-0
290
30
Tan SILTSTONE, slightly weathered, slightly broken, massive, Vertical
with sub -horizontal fractures and angled bedding. FeMn staining in
NQ
92
between fractures.
1
(58)
285
35
(Continued Next Page)

BORING NUMBER PZ5-4D
- ` Civil & Environmental Consultants, Inc.
,-
1900 A Center Park Drive PAGE 2 OF 2
' �A Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
w
o
A SPT N VALUE A
0
U
}
U) w
20 40 60 80
~
o_
=
a
w 0
0 ? Q
PL LL
>
OO
Q�
MATERIAL DESCRIPTION
wv
J
0�
�
aD
2 Z
0
m0>
0 Z
20 40 60 80
w
<
W
El FINES CONTENT (%) El
35
20 40 60 80
Tan SILTSTONE, moderately weathered, slightly broken, massive,
Semi -competent rock with sub -horizontal fractures
NQ
86
2
(77)
280
40
Gray SILTSTONE, fresh, massive, Competent rock with horizontal
fractures.
NQ
97
3
(90)
Gray SILTSTONE, moderately weathered, slightly broken, massive,
---------------------------------
Semi -competent rock with sub -horizontal fractures. FeMn staining in
between fractures.
Bottom of boring at 43.1 feet.
NQ
86
4
(70)

BORING NUMBER PZ5-5S
& Environmental Consultants, Inc.
PAGE 1 OF 1
fff—J—A—Civil
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/7/17 COMPLETED 4/7/17 GROUND ELEVATION 283.38 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger BEFORE CORING NA
CEC REP MBG CHECKED BY EHS TAT END OF DRILLING 10.5 ft / Elev 272.9 ft
NOTES 744hrs AFTER DRILLING 15.7 ft / Elev 267.7 ft
w
o
A SPT N VALUE A
0
U
=
}
U) w
20 40 60 80
PL LL
~
>
o O
MATERIAL DESCRIPTION
a
Lu
J
w 0
0? Q
Q�
0
wv
o-5
0-
m0>
20 40 60 80
El FINES CONTENT (%) El
w
2 Z
<
0
W
0 z
0
20 40 60 80
Dark brown silty CLAY, moist, soft, (RESIDUAL SOIL)
SS
2-1-1
1
100
(2)
280
Light ray to orange cemented SILT, dry, very dense, (WEATHERED
ROCK)
SS
38 45 50 4
5
2
100
(95)
275
Light gray SAND AND ROCK FRAGMENTS, dry, hard,
(WEATHERED ROCK)
10
SS
1
3
0
50-1
270
Light gray SAND AND ROCK FRAGMENTS, dry, hard,
(WEATHERED ROCK)
15
SS
17
4
0
501
265
Gray to orange silty SAND AND ROCK FRAGMENTS, wet, hard,
(WEATHERED ROCK)
20
SS
8-17-21
5
77
(38)
260
Light gray cemented SILT, with rock fragments, wet, hard, Wet split
spoon, (WEATHERED ROCK)
25
SS
14-11-50-6
6
50
(61)
------------------------------
Dark gray ROCK FRAGMENTS, wet, hard, (ROCK)
255
Bottom of boring at 28.5 feet.
�S
0
50-0

BORING NUMBER PZ5-5D
& Environmental Consultants, Inc.
PAGE 1 OF 2
fj_j_A_Civil
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 5/3/17 COMPLETED 5/3/17 GROUND ELEVATION 283.72 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger & NQ Core Z-7 BEFORE CORING 17.0 ft / Elev 266.7 ft
CEC REP MBG CHECKED BY EHS AT END OF DRILLING NA
NOTES 7-120hrs AFTER DRILLING 10.8 ft / Elev 272.9 ft
w
o
A SPT N VALUE A
0
U
}
U w
20 40 60 80
~
o O
=
a
Lu
w 0
0? Q
PL LL
>
¢�
MATERIAL DESCRIPTION
wv
J
0-
�
a5
2Z
U
m0>
0Z
20 40 60 80
w
<
W
El FINES CONTENT (%) El
0
20 40 60 80
280
5
275
10
270
15
Q
265
20
Tan SILTSTONE, completely weathered, very broken, massive, Highly
fractured rock with vertical and sub -horizontal fractures.
NQ
95
1
(80)
260
25
Tan SILTSTONE, slightly weathered, massive, Medium to
sub -horizontal fractures.
NQ
84
2
(84)
255
30
Tan SILTSTONE, completely weathered, very broken, massive, Highly
fractured rock with vertical and sub -horizontal fractures.
NQ
92
3
(68)
250
35
(Continued Next Page)

BORING NUMBER PZ5-5D
- ` Civil & Environmental Consultants, Inc.
,- 1900 A Center Park Drive PAGE 2 OF 2
' �A Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
w
o
A SPT N VALUE A
0
U
}
U) w
20 40 60 80
~
0-0
=
a
Lu
w 0
0 ? Q
PL �L
>
Q�
MATERIAL DESCRIPTION
wv
J
0�
�
o
2 Z
0
m0>
0 Z
20 40 60 80
w
<
W
El FINES CONTENT (%) El
20 40 60 80
Tan to gray SILTSTONE, fresh, massive, Highly competent rock with
horizontal fractures. Color change to gray at 32' bgs.
Bottom of boring at 35.0 feet.
NQ
98
4
(98)

BORING NUMBER PZ5-6S
& Environmental Consultants, Inc.
PAGE 1 OF 1
fj_j_A_Civil
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/10/17 COMPLETED 4/10/17 GROUND ELEVATION 270.22 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger BEFORE CORING NA
CEC REP MBG CHECKED BY EHS TAT END OF DRILLING 8.0 ft / Elev 262.3 ft
NOTES 672hrs AFTER DRILLING 7.8 ft / Elev 262.4 ft
w
o
A SPT N VALUE A
0
U
}
U) w
20 40 60 80
~
o O
=
a
Lu
w 0
0? Q
PL LL
>
MATERIAL DESCRIPTION
w v
J
0-
w
0
a 5
2 Z
0
m 0>
0 z
20 40 60 80
w
<
w
El FINES CONTENT (%) El
0
1
1 20 40 60 80
Tan to orange SILT, dry, loose, (RESIDUAL SOIL)
SS
2-3-5
1
100
(8)
Gray to tan to orange SILT, dry, stiff, (RESIDUAL SOIL)
X
SS
100
9-10 14
265
5
2
(24)
Gray to tan to orange SILT, moist-, stiff, (RESIDUAL SOIL)
260
10
SS
3
100
5-10-9
(19)
Orange to tan SILT, trace rock fragments, moist-, dense,
(WEATHERED ROCK)
15
SS
4-19-21
255
4
100
(40)
------------------------------
Tan ROCK FRAGMENTS, moist-, hard, (ROCK)
0
50-1
5
5
Bottom of boring at 19.5 feet.

=AIVAAV Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-613
1900-A Center Park Drive PAGE 1 OF 1
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/19/17 COMPLETED 4/19/17 GROUND ELEVATION 270.60 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger & NQ Core Z-7 BEFORE CORING 16.0 ft / Elev 254.6 ft
CEC REP MBG CHECKED BY EHS AT END OF DRILLING NA
NOTES 7-480hrs AFTER DRILLING 5.9 ft / Elev 264.8 ft
0
~
>
�
w
U
o O
¢�
MATERIAL DESCRIPTION
=
a
wv
0
w
J
o-5
2Z
<
o
}
w 0
0-
U
W
U) w
0? Q
m0>
0z
A SPT N VALUE A
20 40 60 80
PL LL
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
270
5
265
10
260
15
255
20
250
Tan SILTSTONE, slightly weathered, slightly broken, massive
NQ
1
323
(257)
25
245
Tan SILTSTONE, slightly weathered, moderately broken, massive
NQ
92
2
(84)
30
Tan SILTSTONE, slightly weathered, slightly broken, massive
Bottom of boring at 30.1 feet.
NQ
94
3
(84)

BORING NUMBER PZ5-7S
& Environmental Consultants, Inc.
PAGE 1 OF 2
fl—j—A—Civil
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/5/17 COMPLETED 4/5/17 GROUND ELEVATION 323.57 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger BEFORE CORING NA
CEC REP MBG CHECKED BY EHS 1 AT END OF DRILLING 47.1 ft / Elev 276.5 ft
NOTES 792hrs AFTER DRILLING 48.5 ft / Elev 275.1 ft
w
o
A SPT N VALUE A
0
U
}
U w
20 40 60 80
~
o O
=
a
Lu
w 0
0? Q
PL LL
>
Q�
MATERIAL DESCRIPTION
wv
J
0-
0
a5
2 Z
0
m0>
0 z
20 40 60 80
w
<
W
El FINES CONTENT (%) El
0
20 40 60 80
Light brown to yellow SILT, dry, soft, (RESIDUAL SOIL)
SS
4-4-5
1
100
(9)
320
Tan to gray SILT, dry, soft, (RESIDUAL SOIL)
SS
100
13-17-29
5
2
(46)
315
Blueish gray to tan to red SILT, dry, stiff, (RESIDUAL SOIL)
10
SS
25
28-50-5
3
(55)
310
Blueish gray to tan cemented SILT, dry, hard, (WEATHERED ROCK)
15
SS
13
50-6
4
305
Light gray cemented SILT, with rock fragments, dry, hard,
(WEATHERED ROCK)
20
SS
34-50-3
5
10
(53)
300
Light gray cemented SILT, with rock fragments, dry, hard,
(WEATHERED ROCK)
25
SS
6
10
50-4
295
Light gray ROCK FRAGMENTS, dry, hard, (WEATHERED ROCK)
30
L7
50-5
290
Tan to gray ROCK FRAGMENTS, dry, hard, (WEATHERED ROCK)
MSS
35
(Continued Next Page)

BORING NUMBER PZ5-7S
& Environmental Consultants, Inc.
PAGE 2OF2
fj_j_A_Civil
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
w
o
A SPT N VALUE A
0
U
=
}
U) w
20 40 60 80
PL LL
~
>
o O
MATERIAL DESCRIPTION
a
Lu
J
w 0
0? Q
Q�
wv
o-5
0-
m0>
20 40 60 80
0
2Z
U
UZ
w
<
ElFINES CONTENT (%) El
35
co
20 40 60 80
285
Tan to gray ROCK FRAGMENTS, dry, hard, (WEATHERED ROCK)
40
SS
3
50-1
9
280
Light brown ROCK FRAGMENTS, dry, hard, (WEATHERED ROCK)
45
SS
3
50-1
10
i
275
17
Light gray ROCK FRAGMENTS, dry, hard, (WEATHERED ROCK)
50
SS
0
50-1
11
270
Light gray ROCK FRAGMENTS, dry, hard, (WEATHERED ROCK)
55
SS
0
50-0
12
265
Light gray ROCK FRAGMENTS, moist-, hard, (ROCK)
60
SS
0
50-0
13
Bottom of boring at 61.1 feet.

fff—J—A—Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-8S
��� 1900 A Center Park Drive PAGE 1 OF 1
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/5/17 COMPLETED 4/5/17 GROUND ELEVATION 289.31 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger BEFORE CORING NA
CEC REP MBG CHECKED BY EHS TAT END OF DRILLING 16.6 ft / Elev 272.8 ft
NOTES 792hrs AFTER DRILLING 18.1 ft / Elev 271.2 ft
0
~
>
w
U
o O
Q�
0
MATERIAL DESCRIPTION
=
a
wv
0
w
Lu
J
a5
2 Z
<
o
}
w 0
0-
0
W
U) w
0? Q
m0>
0 z
A SPT N VALUE A
20 40 60 80
PL LL
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
Red to orange silty CLAY, dry, soft, (RESIDUAL SOIL)
SS
1
100
3-3-3
(6)
285
Yellow to tan to orange SILT, dry, soft, (RESIDUAL SOIL)
5
SS
2
100
8-13 18
(31)
280
Yellow to tan to red SILT, dry, soft, (RESIDUAL SOIL)
10
SS
3
100
34-43-47
(90)
275
Tan silty GRAVEL, dry, hard, (WEATHERED ROCK)
15
SS
4
0
50-1
i
270
Red to tan silty GRAVEL, dry, hard, (WEATHERED ROCK)
20
SS
5
0
50-1
------------------------------
Tan ROCK FRAGMENTS, moist, hard, (ROCK)
265
Bottom of boring at 24.7 feet.
SS
6
0
50-1

BORING NUMBER PZ5-8D
& Environmental Consultants, Inc.
PAGE 1 OF 2
fj_j_A_Civil
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/20/17 COMPLETED 4/20/17 GROUND ELEVATION 287.96 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger & NQ Core Z-7 BEFORE CORING 24.0 ft / Elev 264.0 ft
CEC REP EHS CHECKED BY EHS AT END OF DRILLING NA
NOTES 7-432hrs AFTER DRILLING 14.6 ft / Elev 273.4 ft
w
o
A SPT N VALUE A
0
U
}
U w
20 40 60 80
~
o O
=
a
Lu
w 0
0? Q
PL LL
>
¢�
MATERIAL DESCRIPTION
wv
J
0-
�
a5
2Z
U
m0>
0Z
20 40 60 80
w
<
W
El FINES CONTENT (%) El
0
20 40 60 80
285
5
280
10
275
15
270
20
265
Q
25
260
Gray SILTSTONE, slightly weathered, slightly broken, massive, Gray
30
unifrom siltstone with a high angle and sub -horizontal fractures with
with Fe and Mn staining.
NQ
88
1
(52)
255
Gray SILTSTONE, slightly weathered, slightly broken, massive,
35
(Continued Next Page)

BORING NUMBER PZ5-8D
- ` Civil & Environmental Consultants, Inc.
,-
1900 A Center Park Drive PAGE 2 OF 2
' �A Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
w
o
A SPT N VALUE A
0
U
=
}
U) w
20 40 60 80
PL LL
~
>
o O
MATERIAL DESCRIPTION
a
Lu
J
w 0
0? Q
Q�
wv
o-5
0-
m0>
20 40 60 80
0
2 Z
0
0 Z
w
<
W
El FINES CONTENT (%) El
35
20 40 60 80
Competent rock with little to no weathered zones. High angle and
sub -horizontal fractures with Fe and Mn staining.
NQ
97
2
(80)
250
Gray SILTSTONE, fresh, massive, Highly competent rock with no
40
weathered zones. Gray uniform siltstone with high angle and
sub -horizontal fractures with Fe and Mn staining.
NQ
88
3
(70)
245
Gray SILTSTONE, fresh, massive, Highly competent rock with no
45
weathered zones. Gray uniform siltstone with high angle and
sub -horizontal fractures with Fe and Mn staining.
NQ
82
4
(73)
240
Bottom of boring at 48.2 feet.

fj_j_A_Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-9D
��� 1900 A Center Park Drive PAGE 1 OF 2
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/11/17 COMPLETED 5/2/17 GROUND ELEVATION 309.45 ft BACKFILL
DRILLING CONTRACTOR Red Dog Drilling WATER LEVELS:
DRILLING METHOD Hollow Stem Auger & NQ Core Z-7 BEFORE CORING 33.5 ft / Elev 276.0 ft
CEC REP MBG CHECKED BY EHS AT END OF DRILLING NA
NOTES Temp. piezometer dry at AR (33.5' bgs). Core to water table. 7-144hrs AFTER DRILLING 47.8 ft / Elev 261.7 ft
0
~
>
w
U
o_ OO
Q�
0
MATERIAL DESCRIPTION
=
a
wv
0
w
}
Lu
J
a5
2 z
<
o
>-
w 0
0�
0
W
U w
0 ? Q
m0>
0 z
A SPT N VALUE A
20 40 60 80
PL �L
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
305
Orange to red silty CLAY, moist-, soft, (RESIDUAL SOIL)
Orange to pink SILT, dry, soft, (RESIDUAL SOIL)
Orange to tan to pink SILT, dry, stiff, (RESIDUAL SOIL)
Tan SILT, trace rock fragments, dry, hard, (WEATHERED ROCK)
Tan ROCK FRAGMENTS, with silt, dry, hard, (WEATHERED ROCK)
Tan ROCK FRAGMENTS, with silt, dry, hard, (WEATHERED ROCK)
White to tan to orange sandy SILT, moist, stiff, (RESIDUAL SOIL)
5
SS
1
100
3-3-4
(7)
X100
SS
2
16 37-50 3
(87)
300
10
SS
3
100
9-26-50-5
(76)
295
15
SS
4
50
39-50-2
(52)
290
20
SS
5
10
50-2
285
25
SS
6
10
50-3
280
30
SS
7
20
50-2
275
35
Tan ROCK FRAGMENTS, dry, hard, (ROCK)
SS
(Continued Next Page)

fj_j_A_Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-9D
PAGE 2OF2
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
0
~
>
w
U
o O
Q�
0
MATERIAL DESCRIPTION
=
a
wv
w
Lu
J
o-5
2 Z
<
Cf)35
o
}
w 0
0-
0
U) w
0? Q
m0>
0 Z
A SPT N VALUE A
20 40 60 80
PL LL
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
Tan SILTSTONE, slightly weathered, slightly broken, massive,
Competent rock with little weathering and sub -horizontal fractures.
270
Some Fe and Mn staining.
40
NQ
98
1
(86)
Tan SILTSTONE, slightly weathered, slightly broken, massive,
Competent rock with little weathering and sub -horizontal fractures.
265
Some Fe and Mn staining.
45
NQ
100
2
(99)
Gray SILTSTONE, fresh, massive, Color change to gray. Highly
competent rock with no weathering and sub -horizontal fractures. Some
260
Fe and Mn staining.
50
NQ
100
3
(96)
Gray SILTSTONE, fresh, massive, Competent gray siltstone. Vertical to
sub -horizontal fractures with little Fe staining.
255
55
NQ
96
4
(92)
Gray SILTSTONE, fresh, massive, Competent gray siltstone. Vertical to
sub -horizontal fractures with little Fe staining.
Bottom of boring at 59.1 feet.
NQ
100
5
(95)

fj_j_A_Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-10D
��� 1900 A Center Park Drive PAGE 1 OF 3
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/11/17 COMPLETED 5/2/17 GROUND ELEVATION 340.11 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger & NQ Core Z-7 BEFORE CORING 30.0 ft / Elev 310.1 ft
CEC REP MBG CHECKED BY EHS AT END OF DRILLING NA
NOTES Temp. piezometer dry at AR (28.5' bgs). Core to water table. 7-144hrs AFTER DRILLING 77.5 ft / Elev 262.E ft
0
~
>
w
U
o_ OO
Q�
0
MATERIAL DESCRIPTION
=
a
wv
0
w
}
Lu
J
a5
2 z
<
1
o
>-
w 0
0�
0
W
U w
0 ? Q
m0>
0 z
A SPT N VALUE A
20 40 60 80
PL �L
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
Orange to tan SILT, dry, soft, (RESIDUAL SOIL)
SS
1
100
3-5-4
(9)
335
Light gray to tan cemented SILT, trace rock fragments, dry, stiff,
(RESIDUAL SOIL)
Light gray to tan cemented SILT, some rock fragments, moist-, stiff,
5
X2
SS
60
16 40 50 4
(90)
330
(RESIDUAL SOIL)
10
SS
3
50
30-50-3
(53)
Dark red to tan cemented SILT, dry, stiff, (RESIDUAL SOIL)
325
15
SS
4
33
50 5
Light gray to brown ROCK FRAGMENTS, with silt, dry, hard,
320
(WEATHERED ROCK)
20
SS
5
10
50-1
Light gray to brown ROCK FRAGMENTS, with silt, dry, hard,
315
(WEATHERED ROCK)
25
IS
6
10
50-2
--------------------------------
Light gray to brown ROCK FRAGMENTS, with silt, dry, hard, (ROCK)
310
SZ
_
30
SS
7
0
50-0
35
(Continued Next Page)

BORING NUMBER PZ5-10D
& Environmental Consultants, Inc.
PAGE 2OF3
fj_j_A_Civil
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
w
o
A SPT N VALUE A
0
~
U
=
}
Lu
>-
U w
0?
20 40 60 80
PL LL
>
o O
Q�
MATERIAL DESCRIPTION
a
wv
J
w 0
Q
�
o-5
2 Z
0-
0
m0>
0 Z
20 40 60 80
w
<
W
El FINES CONTENT (%) El
35
20 40 60 80
Tan SILTSTONE, completely weathered, very broken, massive, Highly
weathered and highly fractured tan rock with Fe and Mn staining.
NQ
69
1
(22)
300
Tan SILTSTONE, completely weathered, very broken, massive, Highly
40
weathered and highly fractured tan rock with Fe and Mn staining.
NQ
97
2
(62)
295
Tan SILTSTONE, completely weathered, very broken, massive, Highly
45
weathered and highly fractured tan rock with Fe and Mn staining.
NQ
92
3
(69)
290
Tan SILTSTONE, completely weathered, very broken, massive, Highly
50
weathered and highly fractured tan rock with Fe and Mn staining.
NQ
84
4
(51)
285
Tan SILTSTONE, completely weathered, very broken, massive, Highly
55
weathered and highly fractured tan rock with Fe and Mn staining.
NQ
86
5
(77)
280
Gray SILTSTONE, fresh, massive, Color change to gray siltstone.
60
Competent rock with sub -horizontal fractures. Light Fe and Mn staining.
NQ
68
6
(50)
275
Gray SILTSTONE, fresh, massive, Highly competent gray siltstone with
65
vertical and sub -horizontal fractures with light Fe and Mn staining.
NQ
92
7
(90)
270
Gray SILTSTONE, fresh, massive, Highly competent gray siltstone with
70
vertical and sub -horizontal fractures with light Fe and Mn staining.
NQ
94
8
(80)
75
(Continued Next Page)

BORING NUMBER PZ5-10D
- ` Civil & Environmental Consultants, Inc.
,- 1900 A Center Park Drive PAGE 3 OF 3
' �A Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
w
o
A SPT N VALUE A
0
U
}
>-
U w
20 40 60 80
~
o_
=
a
Lu
w 0
0 ? Q
PL �L
>
OO
Q�
MATERIAL DESCRIPTION
wv
J
0�
�
aD
2 Z
0
m0>
0 Z
20 40 60 80
w
<
W
El FINES CONTENT (%) El
2651
75
1
1
20 40 60 80
Gray SILTSTONE, fresh, massive, Highly competent gray siltstone with
vertical and sub -horizontal fractures with light Fe and Mn staining.
NQ
90
Bottom of boring at 77.9 feet.
9
(70)

fl—j—A—Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-11 D
PAGE 1 OF 2
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/11/17 COMPLETED 4/19/17 GROUND ELEVATION 314.64 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger & NQ Core Z-7 BEFORE CORING 22.0 ft / Elev 292.6 ft
CEC REP MBG CHECKED BY EHS AT END OF DRILLING NA
NOTES Temp. piezometer dry at AR (23.5' bgs). Core to water table. 456hrs AFTER DRILLING 40.1 ft / Elev 274.5 ft
p
~
>
w
U
0-0
Q�
0
MATERIAL DESCRIPTION
=
a
wv
0
w
}
Lu
J
o-D
2Z
<
o
w 0
O-
U
W
U w
p? Q
MO>
UZ
A SPT N VALUE A
20 40 60 80
PLMC �L
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
Light brown to tan to orange SILT, dry, soft, (RESIDUAL SOIL)
SS
1
100
3-3-5
(8)
310
Tan to orange to pink SILT, dry, soft, (RESIDUAL SOIL)
5
SS
2
100
16-19-25
(44)
305
Tan to pink to red cemented SILT, dry, stiff, (RESIDUAL SOIL)
10
SS
3
10
50-3
300
White to orange cemented SILT, dry, stiff, (RESIDUAL SOIL)
15
SS
4
20
50-6
295
Orange to white cemented SILT, trace rock fragments, dry, hard,
(WEATHERED ROCK)
20
IS
5
10
1
50-1
Q
290
------------------------------
Tan ROCK FRAGMENTS, dry, hard, (ROCK)
25
SS
6
0
50-0
Gray SILTSTONE, massive, Highly competent gray siltstone with some
horizontal fractures.
285
30
NQ
1
97
(84)
Gray SILTSTONE, massive, Highly competent gray siltstone with some
horizontal fractures.
280
35
NQ
92
(Continued Next Page)

BORING NUMBER PZ5-11 D
- ` Civil & Environmental Consultants, Inc.
,- 1900 A Center Park Drive PAGE 2 OF 2
' �A Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
w
o
A SPT N VALUE A
0
U
}
U) w
20 40 60 80
~
0-0
=
a
Lu
w 0
0 ? Q
PL �L
>
Q�
MATERIAL DESCRIPTION
wv
J
0�
�
o
2 Z
0
m0>
0 Z
20 40 60 80
w
<
W
El FINES CONTENT (%) El
35
20 40 60 80
Gray SILTSTONE, massive, Highly competent gray siltstone with some
horizontal fractures.
275
40
NQ
3
95
(89)
Bottom of boring at 40.3 feet.

fj_j_A_Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-12D
PAGE 1 OF 2
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/11/17 COMPLETED 5/4/17 GROUND ELEVATION 279.61 ft BACKFILL
DRILLING CONTRACTOR Red Dog Drilling WATER LEVELS:
DRILLING METHOD Hollow Stem Auger & NQ Core Z-7 BEFORE CORING 8.5 ft / Elev 271.1 ft
CEC REP MBG CHECKED BY EHS AT END OF DRILLING NA
NOTES Temp. piezometer dry at AR (9.5' bgs). Core to water table. 96hrs AFTER DRILLING 31.7 ft / Elev 247.9 ft
0
~ �
>
w
U
o_ OO
Q�
0
MATERIAL DESCRIPTION
=
a
wv
0
w
}
Lu
J
o-5
2 Z
<
o
w 0
0�
0
W
U w
0 ? Q
m0>
0 Z
A SPT N VALUE A
20 40 60 80
PL �L
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
Orange to tan SILT, dry, soft, (RESIDUAL SOIL)
K100
SS
1
1-5-5
(10)
275
Tan to orange SILT, dry, stiff, (RESIDUAL SOIL)
5
SS
2
80
20-50-4
(54)
Q
270
Light gray to brown cemented SILT, dry, stiff, (RESIDUAL SOIL)
Tan ROCK FRAGMENTS, dry, hard, (ROCK)
10tN
13
50-6
3
50-1
Orange to white cemented SILT, dry, hard, (WEATHERED ROCK)
97
265
15
(86)
-----
ROCK--FRAGM----ENTS—, dr—y—, ha--rd, (—ROCK) — — — — — — — — — — — Tan
260
20
NQ
2
82
(34)
Tan SILTSTONE, slightly weathered, slightly broken, massive,
Semi -competent tan siltstone with sub -horizontal fractures.
255
25
NQ
3
98
(76)
Tan SILTSTONE, highly weathered, very broken, massive, Highly
fractured tan siltstone with multiple vertical and sub -horizontal fractures.
Some Fe and Mn staining.
250
30
NQ
4
70
(64)
Tan SILTSTONE, highly weathered, very broken, massive, Highly
fractured tan siltstone with multiple vertical and sub -horizontal fractures.
Some Fe and Mn staining.
245
35
NQ
86
(Continued Next Page)

BORING NUMBER PZ5-12D
- ` Civil & Environmental Consultants, Inc.
,- 1900 A Center Park Drive PAGE 2 OF 2
' �A Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
w
o
A SPT N VALUE A
0
U
}
U) w
20 40 60 80
~
o_
=
a
Lu
w 0
0 ? Q
PL �L
>
OO
Q�
MATERIAL DESCRIPTION
wv
J
0�
�
aD
2 Z
0
m0>
0 Z
20 40 60 80
w
<
W
El FINES CONTENT (%) El
35
20 40 60 80
Gray SILTSTONE, fresh, massive, Color change to gray siltstone.
Semi -competent rock with sub -horizontal fractures.
240
40
NQ
6
82
(64)
Gray SILTSTONE, fresh, massive, Semi -competent gray siltstone with
sub -horizontal fractures.
Bottom of boring at 43.5 feet.
NQ
85
7
(75)

fj_j_A_Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-13D
��� 1900 A Center Park Drive PAGE 1 OF 2
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/12/17 COMPLETED 4/27/17 GROUND ELEVATION 311.14 ft BACKFILL
DRILLING CONTRACTOR Red Dog Drilling WATER LEVELS:
DRILLING METHOD Hollow Stem Auger & NQ Core Z-7 BEFORE CORING 34.0 ft / Elev 277.1 ft
CEC REP EHS CHECKED BY EHS AT END OF DRILLING NA
NOTES Temp. piezometer dry at AR (33.5' bgs). Core to water table. 264hrs AFTER DRILLING 48.9 ft / Elev 262.3 ft
0
~
>
w
U
o O
Q�
0
MATERIAL DESCRIPTION
=
a
wv
0
w
}
Lu
J
a5
2 z
<
o
>-
w 0
0-
0
W
U w
0? Q
m0>
0 z
A SPT N VALUE A
20 40 60 80
PL LL
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
310
Orange to tan sandy SILT, moist-, soft, (RESIDUAL SOIL)
SS
1
100
5-7 -8
(15)
White to orange SILT, some sandy, silt moist-, soft, (RESIDUAL
SOIL)
5
X
SS
2
100
13-10 12
(22)
305
Pink SILT, moist-, soft, (RESIDUAL SOIL)
10
SS
3
50
44-50-2
(52)
300
Orangish brown to pink SILT, dry, stiff, (RESIDUAL SOIL)
15
SS
4
40
23-50-6
(56)
295
Orange SILT, dry, stiff, Black streaks present., (RESIDUAL SOIL)
20
SS
5
40
8-16-50-5
(66)
290
Tan to gray SILT, trace rock fragments, dry, hard, (WEATHERED
ROCK)
25
SS
6
10
50-2
285
Tan ROCK FRAGMENTS, dry, hard, (WEATHERED ROCK)
30
SS
7
10
50-3
280
--------------------------
SZ Tan ROCK FRAGMENTS, dry, hard, (ROCK)
35
SS
(Continued Next Page)

fff—J—A—Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-13D
PAGE 2OF2
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
0
~
>
w
U
o O
Q�
MATERIAL DESCRIPTION
=
a
wv
35
w
J
o-5
2 Z
<
o
}
w 0
0-
0
U) w
0? Q
m0>
0 z
A SPT N VALUE A
20 40 60 80
PL LL
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
275
Tan SILTSTONE, fresh, massive
NQ
140
40
1
(139)
270
Tan SILTSTONE, fresh, massive
45
NQ
100
2
(94)
265
Gray SILTSTONE, moderately weathered, massive, Color change to
gray at 44' bgs.
50
NQ
96
3
(93)
260
Gray SILTSTONE, moderately weathered, massive
55
NQ
97
4
(90)
255
-------------------------
Gray SILTSTONE, highly weathered, slightly broken, massive
Bottom of boring at 59.3 feet.
NQ
94
5
(72)

fff—J—A—Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-14S
PAGE 1 OF 2
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/5/17 COMPLETED 4/5/17 GROUND ELEVATION 328.90 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger BEFORE CORING NA
CEC REP EHS CHECKED BY EHS TAT END OF DRILLING 48.3 ft / Elev 280.E ft
NOTES 792hrs AFTER DRILLING 46.4 ft / Elev 282.E ft
0
~
>
w
U
o O
w
0
MATERIAL DESCRIPTION
=
a
w v
0
w
}
Lu
J
a 5
2 Z
<
CO
o
w 0
0-
0
w
U w
0? Q
m 0>
0 z
A SPT N VALUE A
20 40 60 80
PL LL
20 40 60 80
ElFINES CONTENT (%) El
20 40 60 80
White to tan SILT, moist, soft, (RESIDUAL SOIL)
SS
1
100
2-4-4
(8)
325
White to tan cemented SILT, dry, soft, (RESIDUAL SOIL)
5X
SS
2
45
11-16-17
(33)
320
White to tan cemented SILT, trace rock fragments, dry, hard,
(WEATHERED ROCK)
10
SS
F3
10
47-50 4
(54)
315
White to tan cemented SILT, trace rock fragments, dry, hard,
(WEATHERED ROCK)
15
SS
4
10
50 3
310
White to tan cemented SILT, trace rock fragments, dry, hard,
(WEATHERED ROCK)
20
LS5S
10
50-3
305
White to tan cemented SILT, trace rock fragments, dry, hard,
(WEATHERED ROCK)
25
IS
6
0
50-1
300
White to tan cemented SILT, trace rock fragments, dry, hard,
(WEATHERED ROCK)
30
SS
7
10
38-50-3
(53)
295
White to tan cemented SILT, trace rock fragments, dry, hard,
LSS
(WEATHERED ROCK)
35
(Continued Next Page)

fff—J—A—Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-14S
��� 1900 A Center Park Drive PAGE 2OF2
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
0
~
>
w
U
o O
w
0
MATERIAL DESCRIPTION
=
a
w v
35
w
}
Lu
J
o- 5
2 Z
<
co
o
>-
w 0
0-
0
U w
0? Q
m 0>
0 z
A SPT N VALUE A
20 40 60 80
PL LL
20 40 60 80
ElFINES CONTENT (%) El
20 40 60 80
290
Tan ROCK FRAGMENTS, dry, hard, (WEATHERED ROCK)
40
SS
9
0
50-0
285
Tan ROCK FRAGMENTS, dry, hard, (WEATHERED ROCK)
45
SS
10
0
50-0
-------------------------------
1 Tan ROCK FRAGMENTS, dry, hard, (WEATHERED ROCK)
Bottom of boring at 48.8 feet.
SS
11
0
50-0

fj_j_A_Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-15S
PAGE 1 OF 2
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/13/17 COMPLETED 4/13/17 GROUND ELEVATION 274.79 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger BEFORE CORING NA
CEC REP MBG CHECKED BY EHS TAT END OF DRILLING 18.5 ft / Elev 256.3 ft
NOTES 600hrs AFTER DRILLING 18.9 ft / Elev 255.9 ft
0
~
>
w
U
o O
Q�
0
MATERIAL DESCRIPTION
=
a
wv
0
w
}
Lu
J
a5
2 Z
<
o
w 0
0-
0
W
U w
0? Q
m0>
0 Z
A SPT N VALUE A
20 40 60 80
PL LL
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
Brown to orange clayey SILT, Bulldozer cleared area and pushed 3-5
feet of soil for a stable pad., (FILL)
K�js
100
2-3-2
(5)
270
Tan to orange clayey SILT, Bulldozer cleared area and pushed 3-5
feet of soil for a stable pad., (FILL)
5
2S
100
2-1-4
(5)
Tan to orange silty CLAY, dry, soft, (RESIDUAL SOIL)
265
10
SS
3
100
3-3-6
(9)
Tan to orange silty CLAY, dry, soft, (RESIDUAL SOIL)
260
15
SS
4
100
4-2-2
(4)
Tan to orange silty CLAY, moist, soft, (RESIDUAL SOIL)
255
20LSS
100
2-1-3
(4)
Tan to orange silty CLAY, wet, soft, (RESIDUAL SOIL)
250
25
SS
6
100
4-8-11
(19)
Tan to orange silty CLAY, moist-, soft, (RESIDUAL SOIL)
245
30
SS
100
3 0
(15)
------------------------------
Tan ROCK FRAGMENTS, moist-, hard, (ROCK)
240
35
SS
(Continued Next Page)

BORING NUMBER PZ5-15S
- ` Civil & Environmental Consultants, Inc.
,- 1900 A Center Park Drive PAGE 2 OF 2
' �A Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
w
o
A SPT N VALUE A
0
U
}
U) w
20 40 60 80
~
0-0
=
a
Lu
w 0
0 ? Q
PL �L
>
Q�
MATERIAL DESCRIPTION
wv
J
0�
�
o
2 Z
0
m0>
0 z
20 40 60 80
w
<
ElFINES CONTENT (%) El
35
co
20 40 60 80
Bottom of boring at 35.7 feet.

fj_j_A_Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-16D
��� 1900 A Center Park Drive PAGE 1 OF 2
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/3/17 COMPLETED 4/27/17 GROUND ELEVATION 309.56 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger & NQ Core Z-7 BEFORE CORING 26.5 ft / Elev 283.1 ft
CEC REP EHS CHECKED BY EHS AT END OF DRILLING NA
NOTES Temp. piezometer dry at AR (26.5' bgs). Core to water table. 264hrs AFTER DRILLING 29.6 ft / Elev 279.9 ft
0
~
>
w
U
o_ OO
Q�
0
MATERIAL DESCRIPTION
=
a
wv
0
w
}
Lu
J
a5
2 z
<
o
>-
w 0
0�
0
W
U w
0 ? Q
m0>
0 z
A SPT N VALUE A
20 40 60 80
PL �L
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
Red to tan mottled SILT, some clayey, silt dry, soft, (RESIDUAL
SOIL)
SS
1
67
4-6-6
(12)
305
Pink to tan to white SILT, moist-, stiff, Healed fractures, (RESIDUAL
SOIL)
5
X2S
100
9-10-24
(34)
300
Pink to tan mottled SILT, moist-, soft, (RESIDUAL SOIL)
10
SS
3
100
10-13-11
(24)
295
Maroon SILT, dry, soft, (RESIDUAL SOIL)
15
4S
100
5-12-12
(2)
290
Pink to yellow to tan mottled SILT, moist+, loose, Color change from
red to dark red at 16.5' bgs., (RESIDUAL SOIL)
20
SS
5
100
6-8-8
(16)
285
Tan SILT, silt, moist-, hard, Wet soil cuttings at 22' bgs, hard drilling
at 23' bgs, and color change to tan., (WEATHERED ROCK)
25
SS
6
10
50 2
-----------------------------
Tan SILT, moist-, hard, (ROCK)
7
7
0
50-1
280
-
30
Gray to tan SILTSTONE, fresh, massive, Competent rock with near
vertical to low -angle fractures.
NQ
100
1
(85)
275
35
(Continued Next Page)

BORING NUMBER PZ5-16D
- ` Civil & Environmental Consultants, Inc.
,- 1900 A Center Park Drive PAGE 2 OF 2
' �A Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
w
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0
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20 40 60 80
~
0-0 O
=
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PL LL
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MATERIAL DESCRIPTION
wv
J
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2 Z
0
m0>
0 Z
20 40 60 80
w
<
W
El FINES CONTENT (%) El
35
20 40 60 80
Tan SILTSTONE, moderately weathered, moderately broken, massive,
Highly fractured zone from 32.5'-34.5' bgs.
NQ
92
2
(61)
270
40
Tan SILTSTONE, moderately weathered, slightly broken, massive
Healed to vertical fractures, quartz vein from 37.5'-40' bgs.
Bottom of boring at 42.6 feet.
NQ
100
3
(93)

fl—j—A—Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-17S
PAGE 1 OF 1
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/11/17 COMPLETED 4/11/17 GROUND ELEVATION 286.18 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger BEFORE CORING NA
CEC REP MBG CHECKED BY EHS TAT END OF DRILLING 20.1 ft / Elev 266.1 ft
NOTES 648hrs AFTER DRILLING 19.4 ft / Elev 266.8 ft
0
~
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MATERIAL DESCRIPTION
=
a
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0
w
Lu
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w 0
0-
0
W
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0? Q
m0>
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A SPT N VALUE A
20 40 60 80
PL LL
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
285
Red to orange clayey SILT, dry, soft, (RESIDUAL SOIL)
KSs
1
100
2-3-4
(7)
Dark red SILT, with sandy, silt dry, soft, (RESIDUAL SOIL)
5X
2S
100
3 5-8
(13)
280
Light brown to red sandy SILT, dry, soft, (RESIDUAL SOIL)
10
SS
F3
100
5-10-27
(37)
275
Dark red SILT, dry, soft, (RESIDUAL SOIL)
15
SS
4
83
9-13-12
(25)
270
Dark red sandy SILT, trace rock fragments, dry, stiff, (RESIDUAL
iSOIL)
-
20
SS
5
83
11-16-17
(33)
265
Dark red to tan sandy SILT, trace rock fragments, dry, stiff,
(RESIDUAL SOIL)
25
SS
6
43
15 50 1
(51)
260
------------------------------
Tan ROCK FRAGMENTS, moist, hard, (ROCK)
Bottom of boring at 30.0 feet.
30
SS
7
10
50-1

fl—j—A—Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-18S
��� 1900 A Center Park Drive PAGE 1 OF 1
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/12/17 COMPLETED 4/12/17 GROUND ELEVATION 259.54 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger BEFORE CORING NA
CEC REP MBG CHECKED BY EHS TAT END OF DRILLING 11.6 ft / Elev 248.0 ft
NOTES 624hrs AFTER DRILLING 13.0 ft / Elev 246.E ft
0
~
>
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MATERIAL DESCRIPTION
=
a
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0-
0
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0? Q
m0>
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A SPT N VALUE A
20 40 60 80
PL LL
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
Dark brown SILT, trace organics, dry, stiff, (RESIDUAL SOIL)
�
SS
1
67
5-23-20
(43)
255
Tan ROCK FRAGMENTS, dry, hard, (WEATHERED ROCK)
5
SS
2
0
50-2
250
Tan ROCK FRAGMENTS, dry, hard, (WEATHERED ROCK)
10
SS
3
0
50-0
i
245
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
Tan ROCK FRAGMENTS, dry, hard, (ROCK)
15
SS
4
0
50-0
Bottom of boring at 17.0 feet.

BORING NUMBER PZ5-19S
& Environmental Consultants, Inc.
PAGE 1 OF 2
fl—j—A—Civil
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/10/17 COMPLETED 4/10/17 GROUND ELEVATION 291.20 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger BEFORE CORING NA
CEC REP MBG CHECKED BY EHS TAT END OF DRILLING 9.2 ft / Elev 282.0 ft
NOTES 672hrs AFTER DRILLING 5.7 ft / Elev 285.E ft
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0
U
}
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20 40 60 80
~
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=
a
Lu
w 0
0? Q
PL LL
>
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MATERIAL DESCRIPTION
wv
J
0-
0
a5
2 Z
0
m0>
0 z
20 40 60 80
w
<
W
❑ FINES CONTENT (%) ❑
0
20 40 60 80
290
Light brown silty CLAY, dry, soft, (RESIDUAL SOIL)
KS'S
100
(2)
Gray to orange elastic SILT, dry, soft, (RESIDUAL SOIL)
100
3-5-6
5
2S
(11)
285
-
1 Dark red SILT, dry, stiff, (RESIDUAL SOIL)
10
SS
87
31-32-50-6
3
(82)
280
Dark red SILT, dry, hard, (WEATHERED ROCK)
15
SS
57
32-50-4
4
(54)
275
Dark red SILT, dry, hard, (WEATHERED ROCK)
20
SS
33
50-1
5
270
Red SILT, trace rock fragments, dry, hard, (WEATHERED ROCK)
25
SS
15
50-2
6
265
Gray SILT, trace rock fragments, dry, hard, (WEATHERED ROCK)
30
SS
10
50-1
7
260
Gray sandy SILT, trace rock fragments, wet, hard, Wet split spoon.,
"SS
(WEATHERED ROCK)
35
(Continued Next Page)

BORING NUMBER PZ5-19S
- ` Civil & Environmental Consultants, Inc.
,- 1900 A Center Park Drive PAGE 2 OF 2
' �A Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
w
o
A SPT N VALUE A
0
U
}
>-
U w
20 40 60 80
~
0-0
=
a
Lu
w 0
0 ? Q
PL �L
>
Q�
MATERIAL DESCRIPTION
wv
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0
o
2Z
U
m0>
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20 40 60 80
w
<
ElFINES CONTENT (%) El
35
co
20 40 60 80
255
Gray sandy SILT, trace rock fragments, wet, hard, Wet split spoon
(WEATHERED ROCK)
40
SS
Bottom of boring at 40.0 feet.
9
0
50-0

fl—j—A—Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-20S
��� 1900 A Center Park Drive PAGE 1 OF 1
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/10/17 COMPLETED 4/10/17 GROUND ELEVATION 263.97 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger BEFORE CORING NA
CEC REP MBG CHECKED BY EHS TAT END OF DRILLING 1.6 ft / Elev 262.4 ft
NOTES 672hrs AFTER DRILLING ARTESIAN
0
~
>
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0
MATERIAL DESCRIPTION
=
a
wv
0
w
}
Lu
J
a5
2 Z
<
-.1
>-
w 0
0-
0
W
U w
0? Q
m0>
0 z
A SPT N VALUE A
20 40 60 80
PL LL
20 40 60 80
❑ FINES CONTENT (%) ❑
20 40 60 80
i_
SS
1
100
2-2-3
(5)
Tan to dark brown SILT, dry, soft, (RESIDUAL SOIL)
260
Gray to tan to orange SILT, trace rock fragments, dry, stiff,
(RESIDUAL SOIL)
5
SS
2
100
2-5-5
(10)
255
Tan to orange SILT, trace rock fragments, dry, stiff, (RESIDUAL
SOIL)
10
SS
13-24-50-5
3
100
(74)
250
Gray cemented SILT, trace rock fragments, dry, hard, (WEATHERED
ROCK)
15
SS
4
33
501
245
Gray ROCK FRAGMENTS, wet, hard, (WEATHERED ROCK)_
Gray ROCK FRAGMENTS, wet, hard, (ROCK)
Bottom of boring at 20.0 feet.
20
SS
5
SS
20
3
46-50-1
(51)
50-0
6

BORING NUMBER PZ5-20D
& Environmental Consultants, Inc.
PAGE 1 OF 2
fj_j_A_Civil
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 5/3/17 COMPLETED 5/3/17 GROUND ELEVATION 264.06 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger & NQ Core Z-7 BEFORE CORING 17.5 ft / Elev 246.6 ft
CEC REP MBG CHECKED BY EHS AT END OF DRILLING NA
NOTES 120hrs AFTER DRILLING ARTESIAN
w
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A SPT N VALUE A
p
U
}
>-
U w
20 40 60 80
~
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=
a
w 0
p? Q
PLMC LL
>
¢�
MATERIAL DESCRIPTION
wv
J
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aD
2Z
U
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UZ
20 40 60 80
w
<
W
❑ FINES CONTENT (%) ❑
0
20 40 60 80
260
5
255
10
250
15
Q
245
Tan to gray SILTSTONE, moderately weathered, broken, massive, Tan
20
NQ
58
to gray fractured siltstone.
1
(53)
240
Gray to tan SILTSTONE, slightly weathered, massive, Gray to tan
25
semi -competent siltstone. High angle to vertical fractures.
NQ
96
2
(80)
235
Gray SILTSTONE, fresh, massive, Highly competent gray siltstone with
30
sub -horizontal fractures.
NQ
100
3
(99)
230
Gray SILTSTONE, fresh, massive, Highly competent gray siltstone with
(Continued Next Page)

BORING NUMBER PZ5-20D
- ` Civil & Environmental Consultants, Inc.
,- 1900 A Center Park Drive PAGE 2 OF 2
' �A Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
w
o
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0
U
}
U) w
20 40 60 80
~
o_
=
a
Lu
w 0
0 ? Q
PL �L
>
OO
Q�
MATERIAL DESCRIPTION
wv
J
0�
�
aD
2 Z
0
m0>
0 Z
20 40 60 80
w
<
w
ElFINES CONTENT (%) El
co
20 40 60 80
sub -horizontal fractures.
Bottom of boring at 34.3 feet.
NQ
98
4
(96)

BORING NUMBER PZ5-21 S
& Environmental Consultants, Inc.
PAGE 1 OF 1
fj_j_A_Civil
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/13/17 COMPLETED 4/13/17 GROUND ELEVATION 289.78 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger BEFORE CORING NA
CEC REP MBG CHECKED BY EHS TAT END OF DRILLING 27.7 ft / Elev 262.1 ft
NOTES 600hrs AFTER DRILLING 26.9 ft / Elev 262.9 ft
w
o
A SPT N VALUE A
0
U
}
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20 40 60 80
~
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=
a
Lu
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0? Q
PL LL
>
Q�
MATERIAL DESCRIPTION
wv
J
0-
0
a5
2 Z
0
m0>
0 Z
20 40 60 80
w
<
W
El FINES CONTENT (%) El
0
20 40 60 80
Orange SILT, dry, soft, Bulldozer cleared area for well installation and
SS
2-2-2
pushed 3-5 feet of soil for a stable pad., (FILL)
1
100
(4)
Orange SILT, dry, soft, Bulldozer cleared area for well installation and
285
pushed 3-5 feet of soil for a stable pad., (FILL)
5
2S
100
-5-
Tan to light brown to orange SILT, dry, soft, (RESIDUAL SOIL)
280
10
SS
100
3-5-5
3
(10)
Light gray SILT, dry, soft, Black streaks present., (RESIDUAL SOIL)
275
15
100
8- 0-12
4S
()
Light gray to orange to red SILT, dry, soft, Black streaks present.,
270
(RESIDUAL SOIL)
20
SS
5
100
4-8-12
(20)
Light gray cemented SILT, dry, hard, (WEATHERED ROCK)
265
25
SS
6
33
50-5
Y
1
Gray ROCK FRAGMENTS, moist-, hard, (ROCK)
260
30
SS
7
0
50-0
Bottom of boring at 31.1 feet.

, j—A—V Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-10D-R
/ 333 Baldwin Road PAGE 1 OF 3
W Pittsburgh, PA 15205
CLIENT Anson County Land Fill PROJECT NAME
PROJECT NUMBER 165-276 PROJECT LOCATION 375 Dozer Dr, Polkton, NC 28135
DATE STARTED 11/14/17 COMPLETED 11/17/17 GROUND ELEVATION BACKFILL
DRILLING CONTRACTOR Summit GROUND WATER LEVELS:
DRILLING METHOD HSA and CC Rock Coring BEFORE CORING -
CEC REP MBG CHECKED BY EHS TAT END OF DRILLING 71.1 ft
NOTES 7-AFTER DRILLING 77.4 ft
z
O
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0-0
��
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MATERIAL DESCRIPTION
—
a
ov
0
w
~m
g
�z
<
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_
LU
> 0
OOP
L
�z�
0� Q
mo>
w
�w
v"
d
A SPT N VALUE A
20 40 60 80
PL MC LL
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
Red to orange SILT, with organics, dry, soft, 100% recovery
SS
Red to orange SILT, with organics, dry, soft, 100% recovery
1
SS
Tan SILT, dry, soft, red to orange silt with organics, 100%
2
recovery
5
SS
White SILT, dry, soft, white to tan with brown streaks, 100%
3
recovery
10
SS
White SILT, dry, very soft, white to tan with no brown streaks,
4
75% recovery
15
SS
White SILT, dry, very soft, white to tan with no brown streaks,
5
20% recovery
20
SS
Tan SILT, dry, soft, tan to white, 10% recovery
6
25
SS
Tan SILT, dry, medium stiff, tan to white, some dark brown 5%
7
recovery
30
SS
Tan SILT, dry, medium stiff, tan to white, 5% recovery
8
35
(Continued Next Page)

, j—A—W Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-10D-R
/ 333 Baldwin Road PAGE 2 OF 3
W Pittsburgh, PA 15205
CLIENT Anson County Land Fill PROJECT NAME
PROJECT NUMBER 165-276 PROJECT LOCATION 375 Dozer Dr, Polkton, NC 28135
z
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a 0
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MATERIAL DESCRIPTION
—
a
ov
35
w
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LU
> 0
OOP
W
�z�
0 D Q
mo>
w
�w
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v"
d
A SPT N VALUE A
20 40 60 80
PL MC LL
I--��
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
Tan SILT, dry, medium stiff, tan to white, 5% recovery
(continued)
SS
Tan silty CLAY, dry, hard, no recovery
9
40
SS
Tan silty CLAY, dry, hard, no recovery
10
45
SS
11
50
SS
Tan silty CLAY, dry, hard, no recovery
12
55
SS
Tan silty CLAY, dry, hard, no recovery, AUGER REFUSAL at
58.5'
60
83
50
Gray SANDSTONE, slightly weathered, fine grained matrix, 2"
fracture
[RC
Gray SANDSTONE, highly weathered, fine grained matrix with 45
degree fractures and iron/manganese staining
92
(57)
65
Gray SANDSTONE, highly weathered, fine grained matrix with 45
degree fractures and iron/manganese staining
RC
530
16
(74)
70
Tan and gray SANDSTONE, highly weathered, fine grained
1 matrix with vertical and 45 degree fractures that have
iron/manganese staining, and a quartz vein at 73'
RC
95
17
(94)
75
(Continued Next Page)

BORING NUMBER PZ5-10D-R
Alk Civil & Environmental Consultants, Inc.
333 Baldwin Road PAGE 3 OF 3
A Pittsburgh, PA 15205
CLIENT Anson County Land Fill PROJECT NAME
PROJECT NUMBER 165-276 PROJECT LOCATION 375 Dozer Dr, Polkton, NC 28135
w
o
A SPT N VALUE A
z
O
U
w
20 40 60 80
PL MC LL
I--��
Q
=O
0-0
MATERIAL DESCRIPTION
—
a
~m
g
LU
> 0
z-j
0 D Q
�w
w n
Jv
��
Lu
FL
OOP
mo>
v"
20 40 60 80
w
C�
<
W
d
El FINES CONTENT (%) El
75
20 40 60 80
Tan and gray SILTY SANDSTONE, slightly weathered, tan fine
grained matrix at 75' changes to matrix with less fractures and
some iron/manganese staining
RC
80
18
(78)
80
Gray SILTY SANDSTONE, moderately weathered, fine grained
matrix with mainly horiztonal fractures, and quartz at 84'
RC
94
19
(94)
85
Gray to white SANDSTONE, highly weathered, fine grained
matrix, with 45 degree fractures and heavy iron/manganese
staining
RC
92
20
(60)
90
Bottom of hole at 90.0 feet.

BORING NUMBER PZ5-14D
Civil & Environmental Consultants, Inc.
333 Baldwin Road PAGE 1 OF 2
=AIVAAV
Pittsburgh, PA 15205
CLIENT Anson County Land Fill PROJECT NAME
PROJECT NUMBER 165-276 PROJECT LOCATION 375 Dozer Dr, Polkton, NC 28135
DATE STARTED 11/28/17 COMPLETED 11/29/17 GROUND ELEVATION BACKFILL
DRILLING CONTRACTOR Summit GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger & NQ Core BEFORE CORING -
CEC REP MBG CHECKED BY EHS TAT END OF DRILLING 71.5 ft
NOTES 7-AFTER DRILLING 53.5 ft
w
o
A SPT N VALUE A
z
O
U
w
20 40 60 80
Q
=O
0-0
MATERIAL DESCRIPTION
—
a
~m
g
_
LU
> 0
�z�
0� Q
�w
PL MC LL
Lu
��
ov
OOP
mo>
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20 40 60 80
w
C�
�z
<
L
d
El FINES CONTENT (%) El
0
20 40 60 80
5
10
15
20
25
30
35
(Continued Next Page)

BORING NUMBER PZ5-14D
Civil & Environmental Consultants, Inc.
, J—A—W
/ 333 Baldwin Road PAGE 2 OF 2
W Pittsburgh, PA 15205
CLIENT Anson County Land Fill PROJECT NAME
PROJECT NUMBER 165-276 PROJECT LOCATION 375 Dozer Dr, Polkton, NC 28135
w
o
A SPT N VALUE A
z
O
U
w
20 40 60 80
PL MC LL
I--��
Q
=O
0-0
MATERIAL DESCRIPTION
—
a
~m
g
_
LU
> 0
�z�
0 D Q
�w
w y
Jv
��
ov
OOP
mo>
v"
20 40 60 80
w
C�
Ez
<
W
d
El FINES CONTENT (%) El
35
20 40 60 80
40
45
Gray SANDSTONE, moderately weathered, Grey matrix
containing quartz, with Iron and Manganese staining at fractures
RC
94
(81)
50
Gray SANDSTONE, highly weathered, Grey matrix containing
quartz, with a Iron and Manganese staining at a major 75 degree
fracture at 52.5'
RC
87
(78)
55
Gray SANDSTONE, moderately weathered, Grey matrix
containing quartz, with Iron and Manganese staining at fractures
RC
96
(79)
60
Gray SILTY SANDSTONE, highly weathered, Highly fractured
grey fine grained sand/siltstone PWR from 63.5'-65'
RC
85
(66)
65
Gray SILTY SANDSTONE, moderately weathered, PWR
continued to 66' then competent to highly competent grey
silt/sandstone with one fracture at 67'
RC
100
(100)
70
Bottom of hole at 70.0 feet.
i

BORING NUMBER PZ5-23D
Civil & Environmental Consultants, Inc.
, j—A—V
/ 333 Baldwin Road PAGE 1 OF 2
W Pittsburgh, PA 15205
CLIENT Anson County Land Fill PROJECT NAME
PROJECT NUMBER 165-276 PROJECT LOCATION 375 Dozer Dr, Polkton, NC 28135
DATE STARTED 11/13/17 COMPLETED 11/13/17 GROUND ELEVATION BACKFILL
DRILLING CONTRACTOR Summit GROUND WATER LEVELS:
DRILLING METHOD HSA and CC Coring BEFORE CORING -
CEC REP MBG CHECKED BY EHS AT END OF DRILLING DRY
NOTES AFTER DRILLING 41.1 ft
w
o
A SPT N VALUE A
z
O
U
w
20 40 60 80
Q
=O
0-0
MATERIAL DESCRIPTION
—
a
~m
g
_
LU
> 0
�z�
0� Q
�w
PL MC LL
Lu
��
ov
OOP
mo>
v"
20 40 60 80
w
C�
�z
<
L
d
El FINES CONTENT (%) El
0
20 40 60 80
Tan and brown SILT, dry, 100% recovery
SS
Tan and brown SILT, dry, 100% recovery
1
SS
=
Red to orange silty CLAY, with organics, dry, medium stiff, 75%
2
recovery
5
SS
Red to orange silty CLAY, dry, medium stiff, 75% recovery
3
10
SS
Tan and gray CLAY, dry, medium stiff, 40% recovery
4
15
SS
Gray ROCK FRAGMENTS, dry, hard, 5% recovery
5
0
20
0
O
0
o
OSS
6
Gray ROCK FRAGMENTS, dry, hard, 5% recovery
0
25
0
O
0
S
7
Tan ROCK FRAGMENTS, dry, hard, no recovery
0
30
0
O
0
o
OSS
8
Gray ROCK FRAGMENTS, dry, hard, no recovery, AUGER
100
REFUSAL at 33.5'
35
CC
(Continued Next Page)

BORING NUMBER PZ5-23D
Alk Civil & Environmental Consultants, Inc.
333 Baldwin Road PAGE 2 OF 2
A Pittsburgh, PA 15205
CLIENT Anson County Land Fill PROJECT NAME
PROJECT NUMBER 165-276 PROJECT LOCATION 375 Dozer Dr, Polkton, NC 28135
w
o
A SPT N VALUE A
z
O
U
w
20 40 60 80
PL MC LL
I--��
Q
=O
0-0
MATERIAL DESCRIPTION
—
a
~m
g
LU
> 0
�z�
0 D Q
�w
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��
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20 40 60 80
w
C�
Ez
<
W
d
El FINES CONTENT (%) El
35
20 40 60 80
Gray SILTY SANDSTONE, hard, fine grained matrix with some
CC
96
pyrite laminations and quartz
10
(79)
Gray SILTY SANDSTONE, hard, fine grained matrix with some
pyrite laminations, quartz and one major fracture with orange an
green staining
CC
93
Gray SILTY SANDSTONE, hard, fine grained matrix with some
11
(90)
pyrite laminations, quartz and one critical fracture with
iron/manganese staining at 39.5'
40
Gray SILTY SANDSTONE, hard, fine grained matrix with some
pyrite laminations
CC
95
12
(95)
45
Bottom of hole at 45.0 feet.

, j_A_F Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-24D
/ 333 Baldwin Road PAGE 1 OF 2
W Pittsburgh, PA 15205
CLIENT Anson County Land Fill PROJECT NAME
PROJECT NUMBER 165-276 PROJECT LOCATION 375 Dozer Dr, Polkton, NC 28135
DATE STARTED 11/13/17 COMPLETED 11/13/17 GROUND ELEVATION BACKFILL
DRILLING CONTRACTOR Summit GROUND WATER LEVELS:
DRILLING METHOD HSA and CC Coring BEFORE CORING -
CEC REP MBG CHECKED BY EHS AT END OF DRILLING DRY
NOTES 7 AFTER DRILLING 37.2 ft
z
O
Q
Lu
w
U
=O
0-0
��
C�
MATERIAL DESCRIPTION
—
a
ov
0
w
~m
g
�z
<
o
_
LU
> 0
OOP
L
�z�
0� Q
mo>
w
�w
v"
d
A SPT N VALUE A
20 40 60 80
PL MC LL
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
=
Tan SILT, with organics, dry, soft, tan to orange
=
SS
Tan SILT, with organics, dry, soft, tan to orange
—
1
SS
Tan SILT, dry, soft, tan to white to red
2
5
SS
Tan SILT, moist, soft, tan to white to red with dark brown streaks
3
10
SS
Tan SILT, moist, soft, tan to white to red with dark brown and
4
dark orange streaks
15
SS
White silty CLAY, moist-, medium stiff, white to gray
5
20
SS
Tan SILT, moist-, soft, tan to white with black streaks
6
25
SS
No recovery
7
30
SS
rock and AUGER REFUSAL at 33.5'
8
�Pa�rtiallyathered
35
(Continued Next Page)

BORING NUMBER PZ5-24D
Alk Civil & Environmental Consultants, Inc.
333 Baldwin Road PAGE 2 OF 2
A Pittsburgh, PA 15205
CLIENT Anson County Land Fill PROJECT NAME
PROJECT NUMBER 165-276 PROJECT LOCATION 375 Dozer Dr, Polkton, NC 28135
w
o
A SPT N VALUE A
z
O
U
w
20 40 60 80
Q
=O
0-0
MATERIAL DESCRIPTION
—
a
~m
g
LU
> 0
�z�
0 D Q
�w
w y
PL MC LL
I--��
Jv
��
ov
OO9
mo>
v"
20 40 60 80
w
C�
Ez
<
W
d
El FINES CONTENT (%) El
35
20 40 60 80
Gray TUFF, highly weathered, soft, weathered meta -tuff, more
o
like partially weathered rock (continued)
CC
70
o
Y
_
9
(39)
O
0
o
40
Gray TUFF, highly weathered, soft, weathered meta -tuff, more
like partially weathered rock
0
CC
0
10
o O
0
Bottom of hole at 44.0 feet.

, j_A_F Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-25
/ 333 Baldwin Road PAGE 1 OF 2
W Pittsburgh, PA 15205
CLIENT Anson County Land Fill PROJECT NAME
PROJECT NUMBER 165-276 PROJECT LOCATION 375 Dozer Dr, Polkton, NC 28135
DATE STARTED 11/14/17 COMPLETED 11/14/17 GROUND ELEVATION BACKFILL
DRILLING CONTRACTOR Summit GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger BEFORE CORING --
CEC REP MBG CHECKED BY EHS TAT END OF DRILLING 45.1 ft
NOTES 7 AFTER DRILLING 47.8 ft
z
O
Q
Jv
w
U
=O
0-0
��
C�
MATERIAL DESCRIPTION
—
a
ov
0
w
~m
g
Ez
<
o
_
LU
> 0
OOP
W
�z�
0 D Q
mo>
w
�w
w y
v"
d
A SPT N VALUE A
20 40 60 80
PL MC LL
I--��
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
Dark red silty CLAY, some organics, dry, medium stiff, 100%
recovery
SS
Dark red silty CLAY, some organics, dry, medium stiff, 100%
1
recovery
SS
Tan SILT, moist-, soft, tan to white with brown streaks
2
5
SS
Tan SILT, moist-, soft, tan to white with brown streaks, 100%
3
recovery
10
SS
Tan and brown silty CLAY, dry, medium stiff, tan to light brown,
4
100% recovery
15
SS
Tan and brown silty CLAY, moist-, medium stiff, tan to light
5
brown, 100% recovery
20
SS
Tan and brown silty CLAY, moist-, medium stiff, tan to light brown
6
with brown streaks, 100% recovery
25
SS
White silty CLAY, moist-, medium stiff, color change to white/grey
7
at 295, 100% recovery
30
SS
Tan silty CLAY, moist-, soft, 75% recovery
8
35
(Continued Next Page)

BORING NUMBER PZ5-25
Civil & Environmental Consultants, Inc.
333 Baldwin Road PAGE 2 OF 2
=AIVAAV
Pittsburgh, PA 15205
CLIENT Anson County Land Fill PROJECT NAME
PROJECT NUMBER 165-276 PROJECT LOCATION 375 Dozer Dr, Polkton, NC 28135
w
o
A SPT N VALUE A
z
O
U
w
20 40 60 80
Q
=O
0-0
MATERIAL DESCRIPTION
—
a
~m
g
LU
> 0
�z�
0 D Q
�w
w y
PL MC LL
I--��
Jv
��
ov
OOP
mo>
v"
20 40 60 80
w
C�
Ez
<
W
d
El FINES CONTENT (%) El
35
20 40 60 80
Tan silty CLAY, moist-, soft, 75% recovery (continued)
SS
Tan silty CLAY, moist-, soft, 50% recovery
9
40
SS
White silty CLAY, moist-, soft, brown streaks, 80% recovery
10
1
45
SS
AUGER REFUSAL at 48.5'
11
Bottom of hole at 48.5 feet.

, j—A—V Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-26D
/ 333 Baldwin Road PAGE 1 OF 2
W Pittsburgh, PA 15205
CLIENT Anson County Land Fill PROJECT NAME
PROJECT NUMBER 165-276 PROJECT LOCATION 375 Dozer Dr, Polkton, NC 28135
DATE STARTED 11/15/17 COMPLETED 11/15/17 GROUND ELEVATION BACKFILL
DRILLING CONTRACTOR Summit GROUND WATER LEVELS:
DRILLING METHOD HSA and CC Coring BEFORE CORING -
CEC REP MBG CHECKED BY EHS TAT END OF DRILLING 43.2 ft
NOTES 7-AFTER DRILLING 46.4 ft
z
O
Q
Jv
w
U
=O
0-0
��
C�
MATERIAL DESCRIPTION
—
a
ov
0
w
~m
g
Ez
<
o
_
LU
> 0
OOP
W
�z�
0 D Q
mo>
w
�w
w y
v"
d
A SPT N VALUE A
20 40 60 80
PL MC LL
I--��
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
Dark red SILT, moist, soft, Dark red to orange to gray, 100%
recovery
SS
Dark red SILT, moist, soft, Dark red to orange to gray, 100%
1
recovery
SS
Dark red SILT, moist, soft, Dark red to gray with black streaks,
2
100% recovery
5
SS
Dark red SILT, moist, soft, Red to tan to orange with black parting
3
laminations, 100% recovery
10
SS
Tan silty CLAY, dry, soft, tan to gray with black laminations, 20%
4
recovery
15
SS
Tan silty CLAY, dry, hard, less than 5% recovery
5
20
SS
Tan silty CLAY, dry, hard, no recovery
6
25
SS
Tan silty CLAY, dry, hard, less than 5% recovery
7
30
SS
Pwr, AUGER REFUSAL AT 33.5'
35
8
CC
Gray TUFF, slightly weathered, some iron/manganese staining
33
(Continued Next Page)

BORING NUMBER PZ5-26D
Civil & Environmental Consultants, Inc.
, J—A—W
/ 333 Baldwin Road PAGE 2 OF 2
W Pittsburgh, PA 15205
CLIENT Anson County Land Fill PROJECT NAME
PROJECT NUMBER 165-276 PROJECT LOCATION 375 Dozer Dr, Polkton, NC 28135
w
o
A SPT N VALUE A
z
O
U
w
20 40 60 80
PL MC LL
I--��
Q
=O
0-0
MATERIAL DESCRIPTION
—
a
~m
g
LU
> 0
�z�
0 D Q
�w
w y
Jv
��
ov
OO9
mo>
v"
20 40 60 80
w
C�
Ez
<
W
d
El FINES CONTENT (%) El
35
20 40 60 80
Gray TUFF, moderately weathered, very fine grained matrix with
45,60 and 80 degree fractures, and iron/manganese staining
CC
88
10
(83)
40
Gray TUFF, highly weathered, major fracture 43' with
iron/manganese staining, very brittle rock, some 45 and 80
degree fractures
CC
93
1
11
(83)
45
Gray TUFF, highly weathered, rock change at 47.5' to a 3"
section of highly fractured tan/brown sandstone with dark brown
staining, then back to gray tuff with 45 degree fractures
CC
100
12
(68)
50
Gray TUFF, moderately weathered, fine grained matrix with 45
degree fractures that have iron/manganese staining
CC
99
13
(97)
55
Bottom of hole at 55.0 feet.

BORING NUMBER PZ5-27D
Civil & Environmental Consultants, Inc.
, j_A_F
/ 333 Baldwin Road PAGE 1 OF 2
W Pittsburgh, PA 15205
CLIENT Anson County Land Fill PROJECT NAME
PROJECT NUMBER 165-276 PROJECT LOCATION 375 Dozer Dr, Polkton, NC 28135
DATE STARTED 11/15/17 COMPLETED 11/1/17 GROUND ELEVATION BACKFILL
DRILLING CONTRACTOR Summit GROUND WATER LEVELS:
DRILLING METHOD HSA and CC Coring BEFORE CORING -
CEC REP MBG CHECKED BY EHS AT END OF DRILLING --
NOTES 7 AFTER DRILLING 30.6 ft
w
o
A SPT N VALUE A
z
O
U
w
20 40 60 80
Q
=O
0-0
MATERIAL DESCRIPTION
—
a
~m
g
_
LU
> 0
�z�
0� Q
�w
PL MC LL
Lu
��
ov
FL
OOP
mo>
v"
20 40 60 80
w
<
L
d
El FINES CONTENT (%) El
0
20 40 60 80
Tan clayey SILT, moist-, soft, brown and black streaks, 100%
recovery
SS
Tan clayey SILT, moist-, soft, brown and black streaks, 100%
recovery
SS
Tan clayey SILT, moist-, soft, brown and black streaks, 100%
recovery
5
SS
Tan clayey SILT, moist-, soft, brown and black streaks, 80%
recovery
10
SS
Tan and brown clayey SILT, moist-, soft, brown streaks, 20%
recovery
15
SS
Gray silty CLAY, dry, medium stiff, gray to tan, 5% recovery
20
SS
Gray silty CLAY, dry, hard, gray to tan, less than 5% recovery
25
SS
Gray silty CLAY, dry, hard, gray to tan, less than 5% recovery
30
Pwr, AUGER REFUSAL ar 33.5'
CC
35
(Continued Next Page)

BORING NUMBER PZ5-27D
Alk Civil & Environmental Consultants, Inc.
333 Baldwin Road PAGE 2 OF 2
A Pittsburgh, PA 15205
CLIENT Anson County Land Fill PROJECT NAME
PROJECT NUMBER 165-276 PROJECT LOCATION 375 Dozer Dr, Polkton, NC 28135
w
o
A SPT N VALUE A
z
O
U
w
20 40 60 80
Q
=O
0-0
MATERIAL DESCRIPTION
—
a
~m
g
LU
> 0
�z�
0 D Q
�w
w y
PL MC LL
I--��
Jv
��
ov
OO9
mo>
v"
20 40 60 80
w
C�
Ez
<
W
d
El FINES CONTENT (%) El
35
20 40 60 80
Gray TUFF, highly weathered, highly fractured meta tuff
(continued)
CC
97
(53)
Bottom of hole at 39.5 feet.

APPENDIX B
TEMPORARY PIEZOMETER CONSTRUCTION RECORDS
Civil & Environmental Consultants, Inc.

WELL CONSTRUCnON BECO RD ffi �-1j
1. Well Contractor liaformation:
rna.rK E
WellCoubmetorName - -
X7 81 f�
NC Walt Cor vwWrCeei6eetimx®her
t?.b Lao g, b 1%if
11 +'/i!� -
Company Name Oe �](� �
2.WeRCunsirtrctlanPernrit#: T"��i'�
List all applicable wdl aatt5inrn:itaapsrmits (c int7 Cmmry. grate, Yartapce, eto.)
3. Well Use (checkwdl use):
ultutaiolttemnal
katerSupplyWell:
(lieating(CoofittgSupply)
0Resideatial water Supply (single)
ustriaUCammenaal
DM ddenr err water Supply ( )
Non-Water$ap Well: _
$4
nattering tZ TA MF.[pG
ceirmy
Injection Welh
AqusferRecliarr
[3Cuounc1w terR=ediatioa
quiferStnageand Recovery
r35awynarrier
Aquifer Test
[:jSMrmwatcr Drainage
_- T.serimantalTechnology
OSubsMenceControl
T Goathermal (Closed LOOP)
DTracer
4. Date Wells) Completed: la. Wen MW —Pz'- " l D
5a. Well Location:
c.A� Qnaec?s 1V.0
FacilitylOwaexN. FacUYJIM C&appfi ahlc)
3'7 S` A 116k e Rlki%kf lv, c—
rlrysicnlAdder,City.mdzip
¢4riS4�1- -
Cpswty Parcel IdMAiS mcianNa tPHO
5h. Latitude nad bingitude in degree0minutedseconds or decimal degrees:
(ifwell field, me Ind1om is sufficient)
6.Ware) thewell(s)lWermiment or §Pamporary
7. is this a repair to an existing well: ]Yes or 2WO
ff /huts is a radiate fill out loom well carr nwilmr infarmadon and expldbn the nature of ilie
repair corder 02.i rernarkrsw-mn or mr the bark of ihisfa+m.
8. For Geoprobe/DPT or Closed -Loop Geotiierma l Wells having the same
construction, a l j�-I is needed. indicate -MrAL NUi MFR of cells
drilled• / � 44 9. Total well depth below land sarfaee: a t �5 (fk)
For multiple wells lisrall depths ifdijjerew (esmnpla 3@200'ar7d2@1001
It Static water level below top of casing: 3 i • _ _ 00
tjnvater level is above casirn� rrse •'-r" ��' � O /
11. Borehole diameter: �fsOl (iu.) 6f j26CL>L
12, Well construction method: AOM,0 f"
(i.a aWr. n tray, eabfe, ditectPUGX etc.) -
24, WAUR-%ONES = '
FS[ISR
TO
DESCRtCiIOH
3 Y
Yo
�e �P�a SfotrJ-t,[tic� r
iz
.I&Oii't'813CASING i'oiaiul&tasedwdts
ORLINEit � usable : ;:
reor r
I TO D
arson» MATI�fAI.
14:INN< RGASniG-OA-TUBING ihermsl
:. .
FROM
TO
DIAMIM
turarHtns
I MATS8I"
fw
iL
ice.
.17,SCREEN —
FROM
TO
DIAME E1L
SIATSM
THIC 4
MAiMMU.
a,q IL
:;I
q
iM.
010
a
im
....M��ATTIDUAL -
lTSQM
TO
>;{iMnACnFMMMOn&AKOIW -
f'
Ek!,*
JL-
&
3o "L
r&Wi�+ps
en.Q. Poor
.
1rROM
To
i
EMF1AC9MWNW tlOD
fl-
`e2 )-ft-
*k .11 ± r C`A
Or B!Vt'�
9M
3 a It.
2tll DR#13T.INGI:[R` sStschadtlitiaalal'si�ei:;
. - � - - - - -
VRitM j
TO
rrFSfdlip770H rn6r
saW,oelc
ft.
B;
it
Br
r�� t
ft.
ft.
ct.
22. Certification: 4?Q4 A 7-1—C tl
r
e.2"_YVZ[77
S ofCerii11edweliconwWw — .DDate
By 518roeg Olds farm, I hereby certify than tha wau(s) "cots (Uwe; cami ueted in accordance
Wth 15A NCAC 02C_0100 or 15A NCAC 02C.0200 Well Commmilon Stantlnrkr and that a
copy of rhu rewrd has hewn provided to the wehlowner
23. Site diagram or additional well details:
You may use the back of this page to provide addi#iorW well site deals or weld
conshmedon derails. 'You may also attach additional pages if necessary.
$U)i1Nl I TA1.1N51 RUCTiQNS
24a. For Ail Wells: Submit this form within 30 days of completion of well .
constniction to the fallowing:
Division of Water Resources, Information Processing Unit,
1617 Mall Service Center, Raleig1, NC 27699-1617
24b. For Inieetion Wells: In addition to sending the form to the address in 24a
above,, also submit one copy of this farm within 34 days of completion of well
cow nctlontothefolfowing.
MvisionofWaterRwomus,Undergroundltif-1 is Control Program,
FOR WATER SUPPLY MIM ONLY: A f A 1636 Rfiil Semm Center, iWdgft NC 2169"636
.138. Yield (glm) method of test 24r- For ff= ftaft & 1 iecti eTW In addition to sending the form to
the addresses) above, also submit one copy of this form within 30 days of
13b..Disinfection type: Amount: completion of well construction to the county beaith department of the county
Fon%GW--1 Ravised2-22-2016

wm& gqmkUCUM REMARJEWUlL
l- Weu Cant mu taor ria raiatt=
well CoafraewName
x7 w? A
NCwenO CcsO&Afi=2+imd-
Z-ea -b N11 11-IS
Cou rwam
2.�cll�nP�pe ��t4's�
ctat att rrpprf�wal7amr�r�npe�a>'�S' (tit rn� co�;> � �J
3.well Use (cbecltaarHta�e
Pe€c>o:•l:atraW/ClIf
swum �
W.S&
4 -SK ii
—A[o
c�Gt �}
W4
aagearAlteeavety E)5sftftrBames
t
alTer]ataatogq
(et med bug) EITM=
7'3_'fk�lLVFi:PAt�
..
tt�tufft
ro
t t�atlelG
won
4t
ft.
m
r-F� "'w. I-- .YY�^^ u"Yai^�. ' &�i - r W - i a. M.
.wentlsn: ft. 7ft
3 71- }till �e,�+2 R-A Afk-bAJ- I.
P A&bmr,Ca.-dZP j s
l1So3 -�'c lc r Lac
Coafaty Paraet E�iDla fit) -
Sb.Lafikiftaudlmteftdeimd4Wm15 I ft&wm&ar&e&zWf
(ifwclt field. amcleVloag � ��?
56S'�SS1d r�f7 �� lG�l1�G3. t� _ •_•w
6. fs(are)iht wAKsAWermmmt or IW=VmLry 8
7.Isthissrepenrto"erarSogwem f3xes or 2wd
Ifrhis is rqair. TAo=Armm mgcwranwdan howa a &aaad eaplak+ the rm*we ajrhe
rr�alrrmder�21 rt��flolaaroadaebackafthisferm
8. For GeopfrobdDrr or Qased-ivap Cwiteremt WeVs hefgthe same
wwftuCvom6t l-listaeeded.7ndiCWxTOTALNUhiBERofwclls
drillal
9. T©tal wail t Tffi mawhwd surface:
>:'or rrmQRpk fveal2sllat afl�ptlrs!% %I�-3�20a'mdZ{Ja i0a'}
I& Static w kvei "p of eafaw-- 3 IS VQ
If %werleyd isabomO rrwp� we
II. �dt'ehale elfAmet9er: G�iSot ^,,,raiaa�) 3 �� ���
12. WeR coastmcGaaa trt>MwdL- C a t!L—
f�.c- mpwmtzy.zaw pu* Cir-)
FOR wATMS[T FLY WAS ONLY A f /I
13a. Yield (gpxa) brad of atesb,
13b.➢isQfecewu tpr- Atsysnt:
—.
22. Ce rfficatlon: 4"" O;; ..-
ALO ?f A, Itz' JQ4 -
sl o c aftoed of acmu tur OEM,
By mVzwgrhafarj% I A -by —*I rhrg r - -W(s) — 6--) aouc -lafM a-ordwree
with I5AA'CACO2C.Oloaar?SdAVACO2C_0200WzUChmntcOwSf wkv*andthwa
rnpyaffhlsra+am'dhasbeer{prosJdad rarhew+�afenrr.
23.E-ate ur adfliiiotaal�l dda�s:
You may we dte bade of this page to provide additinual well site details or well
Conslrodlon details. YOU may also athiCh addWWnE l pagrri ifneCeWary_
�BN1ii'fTAI. ��UC'I'1t7N5
240. For Ail WAs: Submit this farm vMm 30 days of complc iou of wall
aon&nclhmtDthcMwWmg.
MvWou of Water Rmommes,lufarmation PrYarem3ag Unit,
1617AW Service Center, Balsgb,NC 27699-I617
24b. For 7nlg tt •Wells• In adaaom to smd'mg d= foam to the eddrm in 24a
above, also sub�one ropy of dais It m within 30.days of comp"oa of wNl
f�a»,s;fni to tbefolluwiug:
Dbidan faf Wakr lTudaW-md bdecti- Cof hvi fragrant,
106 nun smsom CCU ter, RMACW ,lalC wew-106
24c. For Water ffMft,& iaEfifx ft Wei. €u adLESka to swd`mg the fom tfa
the adaitess(es) above, Ealo submit mfc Copy of this tam taa thin 30 daps of
C ampletiaft of cash MnsGtta m to the mmity hcaltix dMartmrnt of thB coo ay
'where constsucted-
FormGW-i NoAhCatoim8Dt atofEm'"uon-VdQuality-iiivisroaofWatecResntnrxs Rcv1aed222-2036

I -wen caahmcworlmformarmw
M q K IE le r-
wait t blam
X75`l
xc watcoaa.�c��xr
"
iirr ano�,pr,.er1 penat�(tG urG r� � �)
3. Welt use (eteerlcwell 054:
.'14.WA3MRZ0FIIN :__
WL
1
.-15c
T
IMAM
d IL x avL Sc q44
�Dltn lvapaVPublic �4 & 3cZ'� �- es i� c
(Iicalinsiia01mS l <ml water I9' [ ) 0-rar.
gel t lW4MWSMPlr(A=!d)
CZib
Reffi&W []r
StMwamllimomy J3swi*yMn-w
Test E3sw m+satw
MIA Tecbwkw 0s co*a1
wa(+Lov)
4. lfate well($) CauWcftd: S� ' - t �' ►�, PZ. 5` - 3s
sa. wev Lncatiu n
Faeitltylrhvn NMw lWcfvp5c")
2'7 s All,, k A14ibw rv.
Plolded! Ate. Cft;, —dZiO -7-10
4Asoa]
Qft-W P=A wwfficffuanNM ("
slyd�: er. dermal tlegrftr.
t£s8 gL •� G _ �, � t G 5F g SC � � qt,� ^ �
6.1s(are)tiveweS{s a t or Wmworwy 3o4k
7. Its this n repairto an es welk Dyes or 2Ta
IJ'lhis tv a rtprdr,fflforararrTl mvutrurlfan fonmiderpia6rthenwtrue oJtlu
re, prd�' mtder �2I rea�s�oa air an 1he,6a�nl�*1�
,& For c,eapr0bcwrQr -Lnop GegamrWsl Welker the same
conslradioo, 0 1 -I is nccdcd. Iad"mate TOTAL NUMBER of was
d�lea•
'
9.T0cdlwelldryhe rb=rfm 3o•a( )
Aarmulrtp7eivd7r77rra11drp[iia f�ypv¢(m®,pto-3�00'and2�100')
ID Stwe water levd 6dmr top oitaag:
Ifwmerlwel is above ca0nz uw '4"
II. RareHulediamdet: r- Amer-
n �.) -7 if
I2. WeR m� wemed: _ A m a r` — e6_!y_
fia attgea;mtmY, ealllr. d'aeup�etcJ
FOR WATER SUML.Y WELLS 014LY:
13a.Y•mld fgpm) loilaftesh
33b.DhiafeWwn type` Arawmt:
t 't. FILM I FC
=assArtf►Ar-.� - TO I taATESUr4 rec uer i+©n
t8 ft- 3a f, �c� vr—
toft. r & ft- ;&&%PffT+ C&49F —gyp J,r1
W IL
&
See e f
&
& �.
fL
a Gocrtr2
.. wh nd hmL�-- Q
rL Cerf&z fiaw.
s%M9uM6fcaaffcawcHcwftBd= i7aw
By ms".w && fund 17xre1w cmgy rim the w xilj so= {war) c0=& Herod 0 aaordanw
wub ISA MACOW-01fig or ISA WCAC OC-02W Weff 0w=vWw 3an&nhr rdAWa
aapyofdhn remrdhwbM prtvvtdedrudo ivdl-reer.
23. Weer addificadwrUdeftilk-
You mzy use ils± back of this page to provide addidwd welt site deWs or weU
consaned n deft& Yau maynlsoa*H&oaal pages ifnCeCBS q-
sURNETAL 11�i�tf'Rrrmlf3rrS
24a. Xar AD Wells: Submit ibis form witiva 30 days of campledim of well
cansh-Qcti�-t0lhef0Hnvv!0w.
Divigam of Waterkw=rcm6bnforuvatfaa %sa4q<ng Uu%
16171v FM Smvbm Cep. atwolkwC 27699-I617
24It par iulydiaa Wags: In addition to smvfmg the Esau to the address in 24a
above, also .submit crave OW of this am 34 days of wwplstiaa of wail
slam tathrt"allawm�
Divisor of w�•Resomars, IIedevgratrad 3njedaon Control Ivra�suv,
1636 Mats Servjee Comer, ftl906WC276994636
24r- For WaftE &glft & I In addififam to seuQmg the forest to
the aditm(cs) alwve, also sabmlt css aW of 0& fam wdhm 30 days of
MW3etimn of well cansUM99tt to dte sty heaith department of the ammty
Fon n OW-1 Roused Z 22-2016

MAL NSTU C RD On 1 Far Eft" Use 014
1. Wen Castrscfiorirmauas
lea D
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3. Well Use (ehwkwell �t
WatersufflyWdk aARM
To . _.. I
�,4g�iextlimrd �Iritc -) *-
f.mo
�at�iitcovery �>�afriea
T� - �etarmtul
4. Date VYeII(s) S Wen II111, b
5a. wen Localion;
v.v-
SeC�1�llefl�`i.ts
PIWvtmdAddcs.(x%=dZw 2V I.3S—
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tcalldaaiSllla (PAVj
56.1.atlterde aad � d�seoensis and
Giweltticl8, amp isao�ciauy
-` —5'96 9' `f Z ,N IL 9'6� 33 7 w
6.7s(are)theweB(s�neat m W rY ?04A,
7,1s this a regaur ter au �SrigaeS: E3Yas or a
If lhes ito regatr, fill mvlr�tstt saeile+orsrructivu &adanmrd exPid�t tlrenaurne ofthe
+eF�r sunder Doi .!e¢rarics se+ctlws »mr eke 6�F ajdrh farm
$.1=or GeoProLNDY'1i nr�-...�^�.�r....�.Geottt�t[ Wd�hevBlg t�s&121e
wnsftuw too, 01 1 is ne o&& 7mdieateWrALAiUMM ofwells
drilled: -
9. TotstlweiidepCh bewlaacl stirs cly I (tt)
I<'ormulllplcwrl[sllunllai�lks ijd�rt {mo�ple-3�ZDD'wsd2®iDDi
14. Static lertsl top of s -3 (L)
true rx kvd is allvecwkg use
11. Borehole diameter: t�sod - — fro.) 3 61 coc&
12. We# counvieffen mcdm L- -��co y--
(— -PT. rotes, Coble, dae avowL
FOR WATRRSMVLYWRI.>< OMY oc% A
13s.. T-Ie1d (pipes) Melba oftest
mDuhmXtion type: A
& 2-k-IL
IL IL
JIL I &
"- I yy R (I*:.XS T 114krrof f-yr- I
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it<
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lfy ar�ring lhtr fru;�, I hrxiry arty Char tam �seA(:j w� (wKie} �tru�adin auaordwrce
wick 15AIICACO2CRIOD or ISd NCW O2C MW WeU;CaAsuncu a=Simdiv*aril riwa
aapy afrhFs rrdcasd>rasbeai provfdt�sotfie�dl alerr�
ZLSte ei amoradldit mawdlIdetie W
You mey use fife bark of this pt1Be to pM%ddes additional Weil site dete7s or Weil
constuedort deaaiis. Yam ny also aifuAadditkxW pagm if amewary.
74a. Far Ali Snbu ik this form within 30 clays of cexapletioa of weft
cmmunctiomtothe fGffGwimgt
Rivisi�m of WaxexRilxtrtmns,I>�armatiaaProe,�ingtlai�
1617 Matz Sm= £enter,RaWth, NC276"-1611
741L For etft�V�Ils. in addition to sending the form to the adeitcw in 24a
above; also tatbmh one copy of rids fmut within 30 days of compleiioa of well
coRsft r ttotothe:followkg:
Dolmon of WaoerRest urces, Undergromd lnlectmn C&dnAFrvsma ,
106 Mato Service Center, mdeqp,,WC27mq4636
24r-1 etc HME-W
eft 7o addaim to ssuaimg tine fgsrn to
the addtrss(m) mbwcv also sth mit eme copy of ibis ft= within 30 days of
CtmpUdm of well t vnsstndiem to the coamtp health de mbneut of the cmmty
wkerecons
FarmOW1 Avv!w4Z222016

CQNSTRII O R�ORD �
For7ntecn� use onl�r_
1_ Well Cdsr>finm
Mark tuft le-(4 �'R
_
I4:W1► 7.U�€ _ .�
.
IYet COrArsew?ft=
X7111
raaA! vv
7-0 $' Z
[t't rcST� t
xcwae
. P.st�IPiEiiClf4litG -="I
FRM
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.
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Rw —
mairnx-' s aw :.. ww�sr,►T=M L
KWYO
Goathesmsl{1<3esi ing�pply) EplaAar-Awaursup* ( )
3t.
•�
iVneMWitEer Well:
>t> �
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tvA ».a[s�rit4sataovEfseio
IH1seian Well:
R.
�dltt�teAiation
5rotaag,=s vexy �3 tyBa
-
m fWAINDI&J6 .tafflicirsUD
Aquifer Test
! S(S ft, ;L �"�
.�% . «p fb V i1
Gec*m"'A ( LMO) E)Tn=
tieotbernnat 3± tm O(Lex f uitLl irk)
tt = T
ft. IL
� a44
4.I1,teWtdl(s)C.pfited; 7 i- walm p ZS- SS _
fL
5s.1Y� ecaBae:
fL
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106w a fa i6
t? elM xo
whn
ns hmu;. a--
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'
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zz ceriwicaw.
n
s.>tg(ara) tthe �(s�Permr+osar m• �i'�or„ry ba�i
7. H title nrspartu an cdsliu -weIi: DXcs or Ta
Iffhis it afrpaJr fdiflur ltnoxvf �llctmsptuffesrinform�tarf mrd erplatnrhevafvreafihe
rr�rfafdx��2l ramrmts�tran Sao rrrbn�ruJu�is, fwai
8. For GeoprolwelifPT ar Ciased-Lmp GooffumaI Welds havMthe same
cansnvctrnm, 1 -1 is needed. 3IIdiram TMALNUMBM ofv Ib
driller];^ � ... .,,
9. Iotf�tvrdltirt6be]oirieadataliteer r flt.)
Far mulSpde rreAs Its[ alldepthr ij� �pv7e-3�Ztt0'and?[a�700'l
e• r
10. Stadc watu kw bdffw lap "c
ywwteri WI& atwve eadrv, =e -+I
it. Borehole diameter- "IS-0 cm)
I2. well cones M"ho& AM49- l" -
F©R WATM SUPMY w= S m4LY-- Af/A
13a. Ytcld {gpaan) Meittad al!�
13b.Dismfeclion tylm AmDn=—
&Q f-
form aw--1 NorthCmoliaa ikpathnent ofEavimameatutQoality^Divisiuu ofVt'attrRssotarrs Rcrised 2-22-24i6

Mii_1GL RECORD M D
1. well CoRkAdor ubranatton'
Rr& E 'rv-de r- 7R
wenCrName
X7S1 -- —
NC won co
3. Wetl Uu ( wdi
WaterSepplywe$:
:IAWkUHWW
JGeathermaiaiWAwSitA*(-ft&)
3 - ttatwatcrsop*(sh=}
LC'zo
well;
St=9umdR=QVM 13wh ly13mrier
Test
cftdT4! mology js C i
no (Oused Lam)
4.IDssiewe8(s)Camptettad: 5 3 t W nmw PZS- Sj ,
5a. weR Locstiow
_Can��d�� IV-C-
>;a�,�� m6fawficam-)
.
3-7s- Allj'� PX =A1� N.c_
at PlW.�,-d� - Zle cis-
AIXsd—&)
S&l,aOW&end1o3gitadt:rm devmmWbff1Wdedntal ftrees:
isoffiamo
gs4 1G Yg7or3 , zC- w
6 7s(are)ticewell(sera�aeat GrEifternporary 3
7.JstbJ5snps&tv=wbftwem DYts or Mio
Ifthrs isa ►aparr fiffaw bow well mmmumbf"maaaa andcwI"TOmmwzm ojrhe
mpalrmtder921 ranabiw9moroudahmkofiNsImm
S. Far Geoprobeffi PT or Cried -Loop CemffiwmMWeIkhnbgft saws
consttmniux4 I-1isneeded. hxUcateTOrALhUAfflE[tofvmvs
@rili
9.Tateiwt3ld hdaiwlaurfie� -- S` tit)
x'ornuofdq�'e SreIIsrlat afl�d�emrf (epagpfo-3�I0D'mtd2®1pD')
10. Sisiic water tma below top qca isg: � 0 (ft)
Ifsawer revd is abom Ca5ft ftm
11. $urrbole diatneler_ �a��r�Ot+ fin.) 3 Gf tQOCf
M Wen wttstr CGO111 cam:
[#.aa>��gumfacY.+ahhleidneRP��e.) �- --
Dolt wATF$SUMYwMII S OM-Y ArIA
13a.YMM(gpm) Asem duftmt
13h_DLcitt ecfisatype; Auomt:
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3 t Ifty- 3 S` "'
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nt wn nd't MMUe- 4L
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wuhMAICACO2C.0IWor]YANCACO2C_ttMWeflCma&uatoa3 xmrdthata
rapyajrhtsreoondhaahaeopmv tage:aeffaxme:
23. Ste &gramer addWmadvidil denift
You may um fhe hack of thispage tar p mvide ad3iti and welt site des or well
coashucdotiddails YonmayaLm stub sddt Mal if wamrySMARUALUMBREMM
24s- f AII�V17lli� Submit ibis foun wAhiu 30 days of or Ietkn of welt
aeotothe fcdlawistg:
39hwwnofwater Rmonree4information-Pr�g UH%
1617Mail Smin eCen .kOd ,NC27699-1617
246. For Ink n�welljw In adff inn to smdmg the ft = W the mUrm in 24a
abom also tone ow of tftis form wM in 30 days of completim of well
cant merlon to the followuex
mvz as of vaterBesasrcesi Uudwpmend Iajecrioa Cmstt+pl Prngrams
1636 Mac? Serdoe Cm&r, Add^NC 276WI406
24c p'ee. W� �.�`i��we31� In atldeim� to smdmg tht €Ot,dt ttx
The address(es) ahoy, also sduF it one copy of dais Atom within 30 days of
completion of weii eonsltndion to HK warty hearth d*a tm= of the county
vbcreoammcieA
Form GW-2 lievi%md 2i2 20I6

WELT, CONSTRUCTION REEM A-)
L well Ctautradar1olkrmafiew
grk- IE skt [e r- FR
Fail lUsaOdy:
vrsitCo
A
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s cam« ._
- � t>aexa
roG
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3. well Use (dtecicweUM*
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TMCWMS
U&TU iu.
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watftrwA& ::F
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5% WOR IAKMHOIC
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51:. I.atiEndc aatii�ibgde � d�nateslxaaadsttrdr�aitie�
�l R Wh 46h� q.
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2. Certiu:Catium
YS'Y�F43 43 ��4��3�3 • z y w
f— "r--
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(t. Is(e"mer awsw r ww't ,r M ft 30*
GYt
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7-TsthbarepatriewoudAingwelb DYes or Ma
ffrlr[s;rarrQ.�; jL[fmahAacwrwdf �ottiovr �msnudoumrdr�LaFntlxnrmaw aft
repalrrvut� till reeWasvaraysBreEaakajthisjaan
8. For GeoprabeWP T or Quwd Lapp GtoJhenwd wens bnmg the same
cpnstnsotim4oQlg1¢� iis�aec�. iedirate'FOTAI.1Vt}R�iBEltofwoe]Is
9. Total w� he1� is>tit1 s f � �� fk)
Far muff plewiellsltsraTf�ptla' ifs r�g?o- 3�201r'm�d I�300'i
10. Sufic WOW level ro&w top of tmbag: 7 (ft)
lfxmterle�+e7fsa�ec�t�tse +'
I�.BareTtolediepteter: f�s�t' {m.) � �t���
12. weR censhwedwu method: A&M O 1—
ti-Q eng�romry.eC�tpad�e�)
FOR WMMSUMLY WEE S DHI.Y: Af A
13a.Y (gtm) Me"doffish
13h.MsinfecfiSu type: Amumoft —
Brims dI&fAr^ I bme5p 0mg, that Aa WEI F�vsrW*cA!d to aerm-met
wak ISAArACO2CAre0arW NCW 02C-IWOW4W Conusuctwz$rmad 7& and dw
Cam aftKIFreOwdAwbempruwzwwthexri om"t_
ZL Site oX admit wen dewk
Yon may um fie had[ of this page to p mvide addit wA well site details or weal
�dcW& You may alsa addeianalpageaifnec y.
2a. For AU SubWit thus fmm within 30 days of campb%m of well
�tQthefoiluwiag:
ofw� Re�roes,�rme�tTappcnt:t�ug IInit,
ifil7Mat� setrviretCenttrrl�sh, NG �169p-161'f
TAb. For ToLee4n MW. Tit addition to scading the form to the aftm in 24a
above, also saboa we vVyy of" ft = 30 dais of oanWldica of well
Dividau ofwhWR off, U=UrgrumdTnp:d"eou Ca dra FnWaw,
i526 Mail Sawn Center, RaUlp,WC 27699=106
24r- For waE Sttmk lac I ewficm W In addiffoa to nmdmg the farm to
Ike adt ess(es) above, aim submit one eVy of this Rom widhim 30 days of
tmmpledtm of wen comunctibm to tiu oumty heal& dgw0new of the county
whem cmuUmed_
Farm GW--1 Mon3iGaiol umbepat ui of£m irommntal Quafiry-pivisiim of Wa>xrRe lte+timd 2-7.2.20I6

WELL CUNSTRUG"i`ION RECORD JGW-11
1- well t".astr dor hhrmxOxw
a rK E jp i le r- YR ,
Well ConasctorName - -
x7s? A
NC Welt ca�Naceber
Let ba C=, 4) I: i I;'A
2. welt aoasdrae�tt Pe��: ��l.�r'� �
3. well use (chain- weft us*
Mott -Nato"
LG7to
DMVnkwMVbffc
Test
=WTcchno&w - ar t
9W( )
4.Date Wstt(s)tromoctat: �� wenma PZS— G
spa. W99 Win: M %gyp
kir
tes"ditylOwaaNamc — - F9II>R(ifSpp�Sle)
OMMIY Parcetrde"rra UM(p"
Ivq7- fL 13 a$ f go rb-- Yp— . I I
r(in �Ili
1-3 a-! e- I w,-L b- I Sin qa I ?(I C-- I
I r$ & 1 3-0 IL � : �.ii if cell( [ap
arc 1L fm4*L JR&A+ C'k�wr -m4a
fL
fL
IL ELr�
EL
fL M
5b. i�ati[�aeaed �� digreesf�mtleslstmnds er decimal de�rcesl � — - ..-�=;.
c�f�atula �r,�r z�ct�:
6.Is(3re)thewa(5AkPw uca or wssvorary tSa-[
vh-i A,64 J��at
spa �fM r rt rlav r2 a to
7.1s this a rr�-W an es#stlag well: Dyes or mi.
Md eW a
w
,ofh tad x�tc nat:_oraa � rsaxtaacazc.oroa W� � 3imzdardsasd fkaf a
.OXOJ eH omw
ffthts is a nWr ftam bmw wWcwutrar&wfmJwagawmtdetpmzim-=-uffk
copy 0'&&ruwdrmbftwPrvrtdadraONwaOwarr-
Iva&Onha ,gfff&fhML
nSite dbwamorad lvreRdoWils:
8. For Geuprob&WT or i3um&Img GeMbetwal We&baving*e same
Yoa may no ire ha& of this page to provide addiiimd w& site details or well
caasttuotiaa,ayty S II lisp IndteateTE)TAi,NUMBIItaity is
a�detaft, Yan�yelsna additiunatFagies'sfno y
dn7led - —
SO14iCiTAI tEN.i#'RIIG'1ION5
9.ToW wA &w& b&wlamasa f*= '�° (fL)
24a. mar AN Subbrit rim foam rvithm 30 days of compielian of well.
FormoltipieewelLsiisfoR�Pfhxij fezmozlfTe 3�2aD'aadl®ID07
�tothefailwang:
Itl. Staticwatw kvel bylaw lop oftasbW- (tZ)
Invidan of Water Aasaunm%Information prace"Ing Ilt4
jf�wzrrlepet7sal+uWe ma"a"
1617MailsMVMMCtnhr,t3ale ,IgC27699-1617
110 it 3 Gt �4C
11_BareMe diameter: ('m.)
24h. For Inleeftn MW6, k addi&m to seeding d= foam to the adores in 24a
Aome
above, a%o s*wkfoone cvy of ttris.furm wiELk 39 days of coaptotion of well
UL Wert eonstrn mdbmL- _ [' —
owing
ti.e-saga.Ufty,eabie,daestpn$h,ffij
IAadson 1H�Bg "°$tear Frogratu,
+SLIMY
FOR WATER WELT S OMY_ Af A
106 man Service API£ 27549-1636
13a. Yield (gpm) M OM4 oftest*
24G For Water &Mk & iejetfi of #?pens In ad" m to smftg the fi m to
tha addmss(cs) above, also s&mk one cagy of t$is form vAg m 39 dayb of
136. bwnfestion type" Amount
comp:: iau of welt GomAn Lion to Ow coomy hcdtth depart of the minty
vd=constmeled_
Fo=rIw_I Nwth[`moltaa oadofEasironmenlarQualay-D;yisinaofWazer$ea s ttcvimd2-22-2016

'WALL CONSTRUMON RECORD I
L Win Conb2doTbmraxwom
WQU»
xre ? A
COMPOWNWO 7- WC c >e tf f1�S'�
r.�t attappiiabta wdl,p�riis f�- t>� : � � ��
3. welt 1Uw (checkwdl tuck
Mmti�BY) i Wata()
ammerdal DResiderdidWatwSwply(ms)
CZ
harp E]Qmmh,-wR--&-6-
mV —dRC V -J Ossruayasniff
t OSWmvbwDiu.V
tlrechtmlogy 13saddmWcOMat
(Closed.Looli) OTIMM
4. Date WvH(s)Cow s-lT W,,Ruw Jam--*s
SR. Weft Lour:
lw�CG4gt dAJ4
Fai;ylt]waexlfiame rra1�i►IDtzC�tappr�titz}
2hydbd coxwdZip — ao 13S'
Ans0N
Cm* t %wd H . tPiis►)
Sb. Ltttit$de add Ib> rn oral degrceq:
armen Oa ono Ja fS adruient)
6. h(am) the wc1l(4WWwzmmt or aftwwonmy
7. Is this arepair anew well: EjYes or Ma
ljthrs tr a reparr,�r7l oar�aras ,s4lt aan a�ratrataa mrd erpfaia. tha ttatare of the
r*mder' dt21 r>ar�a�rerBgvaraurthe barEaftldsjarst.
S.ForGoopr+obetl3PTor � Co��iVYells bavietgihesatne
conshut ti+rn, opiy l OW-1 is needed. htdWM TUrALNUMBER of wells
dnadecl /j#r�� ,�
9.TotalweU dqW h bdriwlandsofam $V r )
Farrardrlplewellsltstaff,d�7� � (e�omrp7e-3�200`rrnd.2®16L�')
10. Sufic widw WM bdm tap of egg:
ywater & d is a Omft asa "+-
II.BareHoteetium�r_
1L Wen coffin l�tJfJ} � r �— C..'6I�_
FOR WATERSUPPLY WEL S ONLY /f A
13a. Yteld (gpw) Methwod Ott
i3I,_i) "ecdon "FM Amu..,u-
yc1 S -C SC-a^.r
A&om�
t� -in DrAtaga�e I�A,,B�EI. .
FU C--
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c f.jS-&SvS'mJ eGl yo. ¢7U
L ti: Sa
FROM TO -MATERMc +risrs n a
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I CX —ft I SAS ft- jq* 'At S'I# CrArpf f6 $/1
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ff
t l4p , w-h-1 Ad PtWie Q l oC p
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sir'— rweaan�
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svah lSef A'G1C RZC.8100 err 15A XGIC AiC _OapO 1Pell Cor�taa Sr�risids mid that a
ppyujrh&rawrdAwbempradkdwthemffvm w
23 She gBagram oraddidotmlwdide>ai;x
You may use the track of tba page to pmvida additional writ site dcWk or well
w onde 'YoumyalwauuhsddhionelpEe=jfnamsmy.
MMMEMALMELUMDUM
241. For AD WCUS; Submit trig % within 30 daps of cnmpietiou of well
GQnsUUcdontottc
> of Wat�Resautttes, Iutosataaaa Pmo IIoit,
24b. I?ar Ynieefimt wdis_ Ta addifien to scmiliag the from to the address in 24a
above,,' bo submit ane vW of this Am witWm 30 days of couplrtwn of weii
Cormuctiott to the following:
eta of�llaS��Resuaxtxssffndergroarcd.%jecfion Caatrot tyi�+ogram.
Im6 Man sm=C , NC 2769-*-W6
24r- For Wzky &Wk & ftWEfton Wei To additi m m sendigg the form to
the. address(es) abovq, also submit am aW of *ft tam vdddn 30 days of
compidimt of wdl consttttCtioa too ffic Canty hWlh dgarlmmt of tho county
VhCxCCMUfiUCbD&
Farm GW i Revked 2-22-20I6

WELL CONSTRUCTION RECORD (GW—I
1- wen CbUbmeforinfimmarlamm
Nl 4.rK c rR
wattco»e,�taa�
NC WcU C9aftwbor Nmdber
7-el ads
2.Welt fftmk#:
rwanwftweva mwmuup =tw gr-uj--Coma),am; Pm=W,ems)
3. wen Uv(clamkwa=).
�ws3LCr�p�Yt)
� CZa r►at�. '
rAicolkfcd
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5». weii�acetiaa:
l:�rrowacc n r�l� ct>•ap�r�h�)
4Azo- j _ -
co wtrro t—f
sb. nr n► di grtralnfimkd =zds or aedalal
(irwell 6CK nne letlimm is -Mck&)
(,.Kam) mewwsARVft t or ffifterwponwy Rc4A-
7. is iris a repairto tta emfing'�: Yes or �°
!f rhfs tea trpatr, juJ oatllta�wt srell smauar�+em fanmrd esplaln tltermltme ofthe
mpatr=hw B21 retnksttroran the bw*mf&L-fi -m
& For C,eo$rWtelD� l'�T =air Gi WeilS hsvingiha ss�
coasmvetiQE6 f,,! 1 ism Ia&cate'i� rAI.i+I[nrMWtc€weus
9 T*W weU depEh heUwland smfsm XX,,,, a ffi)
ForamllipfaweitrIW dIApths#&ffmmt{mmw7e-30200'mtd2®.100
10. static water kw d below top oisasin�r r (tt)
tfwWerterdfsabaw arum we
11. Borehole a mew, CA(its:)
m weti eou on stead: _ Amer- A
(Le ngmfwm eabk, t )
FOR WA2'MSMMYWU.SOIUM Af A
M3a. Yueld (gpm) Method of is�
13b.Disiaf ztt�iype: Ammmft
(8 fftL
aL I
L...c.2-fi, I?G
1�
-x�oue�iG � os`rnv�s.
Fam TO
() 1 �.r
dt soh <{a
v c__
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BUB182M
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siafcersifidwnucantfor>�e
By agwft this fora; I hereby car. y that the weil(s) wor Owo eomft mad tit amordaner
with 1561"CMC.0100arIYANOICWC.1 MWeiCm rSfiWA" saadAwa
cW of this remnd har bem pmvfded m the weA miner.
2RSte disvramoraddifiwdvA dttd[s:
You may age t1m back of iris page to provide adadond wail gibe dawtt or well
cansmxft nddm'is_ You mayv&omchaddi waipaps ifnwmmy.
ammuffALINSTRUCUOM
24a. For AU Welk Submit this farm wifbio 30 days of campktiaa of well
cap5ttucttan io itte SolkwhW
DivisanafWaterResoar MTmformatianPracemdng,Vn%
1617 MM Service Cettter,Rsrl90,NC 27b99-16E7
M For Tafeettan was: Ia addlTian 10 s=ding the fpmm to thts addmw is 24a
aboyr- also submit mc avy of this %tin erilitm 30 days of man of wen
consmiefim W thefauawinW
DFwhEm of WatsRewunmi, UhdagnmzdlaliesMm Controi Progam..
16iX►1 MO Sa•vlce Cola, RIkAj NC 2'1699- M
74r- faX Yam&oft & ldg—g— WeFs ]u addition to wading the farm to
the addtess(es) abwts also FAmk me wpp of this fmm vddim 30 days of
coMdion of veil am*uctioa to the comity health depattm= of the county
-%&= vonsttacted-
Form GW-1 Revised 2-22 201b

M%Q 9&-n-RUC-n-Q ca �w
t war cawraclurrafit :
WortCAjmnu twNk=
x7yl? A
lit: wen CAW
�C•V V�i v i YS�
CompscyName G
2.Well Q�t#r T"`CT—
.W arl ap~etrdlCa mr&vg a WPOWw(M W� Corm% sbm Va—k s VtO
3. well Use (Check: well WE)c
Ct'Z0
Recharw E3QmuwhvawR=wwktwn
Test
leftalT - J3saddwwCQbvA
LOV) Di'
4. DsteWeu(s) Cbnw&&c& LzL,&o- wearo# PZS--s-b
� caaace r i'-C- -
FA~ow=rrsnw F+affityW#fKFU)
3 7 s A IM� 2 X Alm_ ,u. c-
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5b.Lsftdeandi IA IegtoRsf 1 Nft&A5cMs&GrdOinwdt9r*w
(i WCUt3at8,aeabv mgasue)
6.7s(are) ft veH(sA Rptrownst or fiWemp raxy
7. Is this arepair to an enaftg vvelk OYes or 2lo
fflhtsRfurgmtr.jw a kwMwellCmupbe6 riafa atlenandaptatnam uflhe
repr1rr d21.rgm 'aodlarrarani&eh=tgfdwfbm
8. For Geoprro►>�eorrr for Chmma I sep Geotbrrmal WelfshwA gthesame
conskucliou, lV !%'� I is> d I4dicabcTOTALNUhWHRofwdb
drilled^ _
9 TaWwell d b&wbndso
rnrmartiple,vzttt ltaralf ff�erwu T�P�-�@z�'���7
I& Static watw kvei bekw top of rasing: � � � (-- go
jrwaerleodisabomcmfttoe /+-
I I. Barchaie dam: � d-5r�+- dui,) 3 d r �a�
12. Well tonstructimsattlP&
c -E- ems. C1G Pw%etr-i
FOR WATMSCRIMY wEis (HIiLiT of /►
I3n. Yield ftm) Method of test:
131LDiduf efiantype:
314 44 X-*c-- - Fiact-
I ft &1 7"IRF.I " I&It':L "A1 J11f 1
i-iL=7NiIQB�['ASI�(rOli`7ilSll�Gfi�tl�>�ty—.�•-1-��_.--- :>'. -` :'- �1
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' E E FIN !(1'�
3aft. 1 3 2� $ Xz� (X4ar -fix a je-- �i
t R. :b
EL
L IL FEL
IL &
21 Certffkmftw. y r
l
s afC Wen C Dote
By B Aiwf--- i herby aosa& djW the wWa) w= ) emaramwd y awardanne
wilt l5d Nett: @C _filOp ar d3dXCttC t32C.01UD iPeA �amx9�m� axd><ImJ a
Dopy ofr�tsnlaa�rd has beeapmr&t�durrlre well mrelov
23-Siite diagramoraddiffsa d well detaft
You may use the back of Sus page to pmvide additional weH site detaU or yell
contbruodiortdeUdlL YonmagakoattachaddiSaoaipagesi£nee sry
7ft Fm' All We>ls< Submit this b m vWdu 30 days of completion of well
eondMclim to the fallowing_
DWiQOB of Water R"earemIto kwwatian praeening Uxd4
1617Ma gwviceCcnOar R"9kNC27699-1617
206 For Init,l%n Wells: In ad&i m to s=dift the fi m to the addrew in 24a
above, also submit Doe copy of this fa>m withifl 30 days of completion of well
caasWtcdon to tba fbHuwing
Divi ofwnftrV--1, (-degp adlajeceaaCoairutFrvaam,
106 NO sere cep,lRa"g%-XC 276W1636
24ca For Wafer &=ML&ioiTgft-W--efts 3tr addwun to send-asg the farm to
The ad&ess(f.) above, also submit one copy of this them vahm 34 days of
Compktiaa of welt ConwExhon to tire: 000ntg bog& dmartnem of ilre county
wir= trueteol..
Fnrm ow -I Revised 2 22 20I6

C©NMUCHON EN-0 D C(: )�i
I. wet Costrudor I
K
_ rzr
WeAtCoaaacWWaxav
x7y? A
NCW&C�d
_ Lea bo, r%il •'n_
Li�taRapplF:D6lewdlamaaSa�ieprtatitr (ta iIAG � 51aua Yavra� dam)
3. coal! 13sc (e6eoicwd! >�
� Y) on-dawfiaW-1-&wty(sw&)
a ew �wat PPIY t i
e_Ix
wem
R
S'o nWandRewVew O$almuityBarrier
Test O&mMwaWDtainage
a"-reclt*iogy - �C,*a1
ow (Cbsed Low) Olftm
,. Date weds) cD=oe6ed: S d� J ? vPea tug ' Z S'• 9 6
Sa.Wefiloea aw
I. she Cana_�_�-
Fa�tylOwcerNeime Faaiayil3lrr€�p6cAhira
ttfty. ads
_ �nsory -
C-Uay Fat I M a"
sn. I.aiiiademEil%;Atdcida eider
CIE-11!&a am w9ongfss s)
6.Ia(are)thcwell(s)' erntaneut or Nfteop. 36[k
7. U tbb argw& fo = Id wdL- DYes m 270
Ijih td is er raper; Jxl om,6�»r well oa7urav� � � eYpli�(a thc.mAa�e ajrhe
.&p4ir imkr RD owmdat=dw orn=tfwA=*vfo& jWm
& For CweoprebeWProrhoopGeotticmW Weftbavmg lice soa e
com*UM M i 1 isAcedc& bAi ft TOrAI:.1riUM BER ofweft
9. TQta1 wM dtVA kdow Ind Matt" Sr - (it:)
ForMalw.
30. Sta6ewat�leve below inP _ - -?* f .. (ft)
fFtspler leNel is alasoe ataxiag, use "+"
1],Bare>ioiedfaeocr:
I2. Wen causr *ctbm meekod:
(i n eager, rotary, cable. di<eavw% mac)
FOR WATER stmPLY wmJ s 014LY�-, I(r A
13s. Yied (gpm) Method of tare
13b.Dbinieetion type: A
ft-���.r�
-_ �- r <144
Vu 42_
t�t��SQiF
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LIMB _
By r*ft thisforay.1 hat* cew* Ow the wdlfsj ww forus) easommod is aeeo dwwo
wNH 73d N�iIC 1QG.Dl{1Q ar l3ANGIC DIC.t?�QO well Com�aetian SYmadhids mid thrn a
copy+lrltsA WN dIMbesnp IUdxMffa Mff.
U SitcdiW mm or ad fi fansi waileftft
You may use the bade of this pqp� to provide additiond well site details or well
caeca delai. You nmy also ariscitadd itiamal pages ifsteeessaty.
10 ALINSI'NT-afm
24& For Alf Wt wiz this hm within 30days of c*=oc = of wall
io the #'ollowiu�
iiivisisn ofWaterltesnuE+crs,Iatar�utiuu$raegiiatt,
1617MaltSmvioeCoftr, Adcigk MC1709-i6I7
29X Fff l! eelfan Wells: In addition to sending the fmm to the addn s in 24a
above, also submit we cam of 0& I= wifh[tt 30 days of mmpictivn of welt
construction to the fnAowin&r
DiOdon of WaterRewarom Ukdftjgm=d Iejec&w fro of Program,
IM Mall Selylce meter, RmW^ NC 270-916M
24r. For Water iy In ads! = to saudmg the fort to
The ad&ea(ca) above, also submit am cagy of ift from widdu 30 days of
co gAtina of well cotmMmOon to dw cormtg health department of the wa9
vlherc .
Form CxW-f P=vaed2-22-2016

WELLCgiffrRUCHONRKUORD,SC V=�
aaii7set3
L well Coufraetor InknRaftla
weuco rr e
R - f f eAQ C�tt�I
c�.ltiev� - eaCaKe ear,'
NCWcUCa Aber
l CAS i4 ed. �R�
DO reavian
'
o ELIU7� cl
ra9artqVt►.61e,wrrw. &(LP- Mr-OWW. Vaffimsm eft)
3. Wtil usz {r�kwe9 tweak
� �. �.
ZROM 'iD D7AAiHi$q_ �'lilr :. -- �@71axiAL
�ta
G S 7r' $ �;' Ci t� C'I+1
Geeth�al ma y) �' y {single)
9L tm-
- .:m�isgnEwa�ori�re
-
3�lo�WaterSttpplyWt>
»sir.
la ft.
Injection Well:
3Aq-farSftVW ndAw*-ryr Cj&&m*13a<iw
--
ao Dat C. : 43 MXrMD
3AquifrrTtst EjSWmwMrDz9mV
43 ff: 7T' E.'�, rCrA o.tlT`
3Evak=ml'itrhrt ,qw 0&*am-c.onb&
l$ G 3 1 Nor+
2BcDItFfOG ... _..
- Il..--..... - $.
4. Date Wefl(s) CbsooS .t l �- W.MM# gZ
59. Well IAXASOs: s�*--�w AMC
� fL
FaCffiWt3wwNsme Fs yilsi•C�%p�l te)
3'7s-- AIMRIX Ate u•c- f
p ay,mdZip fL s
�IS8h.3 21xx�cs-- -
CowHy i'anpelNa tPa'ri
Wlatiiu&emdl in araedmal,I W3i nd hat �-- _
6fwell field. madesuf l*m) i f f
yL,
6, Is(arc) the weH(s)jRptrMM%t or ffiftempOrary 30Ls'L
7.1s tbis arepair teau ezU6agwell: mv— or M--
If rhts is o trpatr, jiff amhwm weRsntmrutwon hen andmpkm the rArmm of&--
repdrrmdcr$Sl rerAwkscoffirrarcarlhelwm*affl&JWM
8. For Gwpre*(DPT or CWwd4mp Gee6crmd Wes h r4ngtbe same
ctonsmftiCiloQt, pi{1y 1 -i fs raxticd. Lditzft TOTAL ER ofwdb
_ �
9 'Cotsi we11 fkpiheiowlsud sul 7S ' a {ft<)
Far multrpleweil+ltsr all a&ptta ijd�ta+t (�e`3�'ma3�lOb')
14L Static watff level bebw bap of t ai R' (ft)
lfwww Ind & abm Caftan "+"
11.BOrtHOltci�iamr: f�Sor Ctti.) -7 dl Ic.AC
12- Wen comftwAm ludukk r 4? r '� Ca f `C_
(- --n:Caftaaertpmx T .,
FOR WAIMSURMY VVELYSONLY_ A/A
131LYMM {gpau) last Od offts
136.Aismfect'faat"m
Amount-
f
S�uveafCx�edWeOCaaaeeror Date
a!' �� ;may �y s� the urA(a) � � corid in arcm�rraoe
wuhISdNCACO2C.9ZOOofISAWCACOZC.QWWag C7o uSftxkrraaddWa
C*YIVAfs tecomdhwheea prorkwep Awwill amtr_
2&5itediagraQaoradditF"dwAO dWalb
You may use tine back of this paga to pm+vMe addidand weR site details or well
con=ucfiondaWL Yoli tmy also attachadditiiaaalpagesifnecemm
ITALIMMt)S;t'fONS
24& YOF All Wt1is: SUbmii Ms fa m w" 30 clays of conVedua► of well
artto thcinflocving:
IiivisiOa nYWaftrResonrces,Itrroratatios �>€lult,
1617 hW Sm-dw Ceuter, FAUW4NC 27094617
ZAL FA r liftliftfim WeILS: In mit dom to cwditg the from m she address in 24a
above, also -submit mw cwy of taus fb m wifhia 30 days of Nation of well
t tretientatimmovdDs-
IlxvMart Of W2 ter RM amw s.Tfadergmu EidUj-6- Ccusarraf Program,
1636 Mail Scrvke Ceatev, ftlft9llXC Z7699-106
74r- For Walw MjW & ]WmftnWeir In additiami to evading the form to
the aftess(es) above; Obo submit oste espy of I s futm wWun 30 days of
cumpictim,of wail commmutim to the tuaaty hw th Amartrum of the cowry
Whm Qxmkaetcd:
ForinGWF Rcvhcd2-22Z016

RLL Up
IL91LUCDOM RECORD G 1
t. Wdl C ArACtDr WW=Xff"W-
m ark- IE S-V le r- T*R ,
wenca
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Let bocc,
tac �reu eam��tlr�ai�►rr�
Caa��Nmm
3. Wrnusr(cbeckweHvw4:
(HcdioB S Y) E]R4dftMWWa'StMlY( )
ommmmeial Dm.*tawWaterswy(A..a)
z
J3GromWbwater1>f=
Skffap=dRCWVCFY Elsawayamim-
Ml Taft wig Owwdenceconual
MA (Chmed Loop) EJ
4. Date Wdl(s) Cbwpidcdt 4r / l [ Wei;IDli p Z S -' l b
SR.WCRIACANOW
UUU96-0 GnnsCLIAW3'75-
� ��-
trt�
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rsi'weeil 5eid, aaa iarlt�gi's Sa�CiCffi)
6.Is(sre)tLeweil(s mxncnt or fipewporary
Is tLEs al�air m as ettiag.re0- 13yes orlwo
Ij,hislsoofirie
Mmirander011red,mnlss dworondzhackafebjbm,.
8. For C—probe OPTsr# aop C*Udm sd WeUshaving the smme
construed n,ogiyl iisueeded buffeMTOTALNUMM ofvwlls
da`llee% /V�
9. Total wdl t 1tx�ivEtticd s 3 4L
Far a7ulrJplr �wr>?a Im ail �ptla if differ (ems 3�2AD' ar,d 2[aj100't
10. Sfaticwnter btve] below �F eF -� [L)
7fwararkmi r: above aaWaW, one
11. Barehale
17. WCU somas raedW&- A�1" -- Ca
FOR WATER SUPPLY WBU S VMY.- Af A
i3s.Yadd [gprn) Me" attest
13b.Db edimstype~ Aeaantti:
S -4mk q
: -
Pam
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wimImWAC&V.DIwwI-MWMCMC.tiwWag C.=mrion-drhwra
nwof*& ma r li w &w prov*d w I& wdl arm
2& Sate &Rvmoar additional well details:
You may Use f[w back of this page m provide additionalVvN sate deft& "wall
oons�andetae'!s. Yoamayaisasita�atid+tiactaipa�sifbeay.
7Aa. Fop Atl Wetls� Submit albs fimn wwfm 30 days of eamplefi m of well
cane toilte iatlowin�
Divisfmt o{ Walmrxs„]ia<faa�tUa I'rat�ng [spit}
16I734fail Ser�see Ces�,�i!iC27699-I�I7
Ub. For "fectiaa Wdls lb. atMm to sr..uaV the *,m to The sddtess is 24a
abode, also twit nm v" of #Lis fmm within 30 dsys of Con4"on of welt
caastraai®ta t>tcfUlio�vict�
Dlvwen of W.- er HesMssr . Un&ffgmm0 Need m Caatroi Dram],
iS3 mad 5rr uzCeute r,Rs gh,NCZ7694-Ib3G
29c For Wat�_ ty, 8c 4e to addtan. io SMdMg the to
flee addmss(cs) abovr, also submit am mgy of this fam vuW= 30 days of
eampkdmt of well cmmM=gm to t5c cmotg Lcakh deparoximm of the county
whm a nstructed.
Fameow-1 Nor&CamUmDvpwhneatofEah mwaW(}amity-DivW-afWaWrHesamees Revised222-2016

WELL CONSTRUCTION Alcm 149 W—1A
L Wen canhw for Infinm2affew
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DivWOMafwRftrRe-vI-% Tad-Mandidecam :FmtroiFko9M t,
106Ma 9mmmCARdw, Uddgj4WC276"1 1636
24r- For WaZ SMf Sc 1aitAn Wtft In addAim to smftg the form to
the addles) above, alm a&niit cam cc" of this I= witMt 30 days of
0"hdiem orwa Cafflaudion to @m vnwtg health dgMrtmeu afthe County
whemvOustraete&
Farm GW i Nw&C�olms1lqurtmontoflnvuaamcnWQmdity-DkasmofWaWResu ees Revisad12�.2816

L We1t f��kCtar�Cgr�m4v�
—mark- F,-k ter- TWR . W4ucOvtmcWrNkffW
XTSg A
WeU»
�e.� coo � t�: i jam,
Companym me4
2. We)l > #.*
Isar all eWwabk wdlmrrrG p (%r; M C11ai7: &M-- MMM99 ere)
3. Well Use febeck well M*
QIwaugWao fngSuMAy) si Watcrggp* (svagle)
auancEd l amply (ea)
tz
su—scandRocoulmy EladidyBmTkr
Test
albiTeclar kw E)S"dfflWca kOI
sral(Ciosaiimp) 3-DW r
4.DateWeNS)CbmpItit: 41'xI t7 Wtumm r-zS 109
SL Wen Lemuffic
r-�tyroxr,ierlvs� r�C�)
RIX Alm N.c-
�1,� —d� I3s-
Ansaa]
Wily ran �xa
sf:. Ltttiltidc tree fnngit�ei� end
CdFwelt6ald, �pxrrt�pI p
W
6. ware) i6ewdk£sj erma�t or �¢papoxsry ��
7.11s"srepW,amn*4mftvaM E3Yes or 2T9
rfrhta isa repair, flit oru7srrowrr w+rJliwt irrja*ma[reramedtsp?�n rlrenarru+eafrbe
repalrunder�ll ranasr6raranErh�ajlbisjasmt
8. For C.eogrnog6trnWT Qr cIWel-IE.oap C-tod er old Wens the saw
cuttsixuckien, 1V 1 u1 Imdicm TOTALNfiMI3M of wells
drilled:.
9X Tatal weU ft& below lead surface:
Fur mufrip3c arells Bsr aU ifd�exat (er�rPirr 3�TOOmnd2�I0'di
10. Skaticwak i Level below top af. _ - 17.. Ot
(furrterlewlt3airove we +^
11. Barelto[e diner: firb-t f.) -7dt Cock
17. Well canstr mdhW: — �C(Fnc—
cf.---Bmmtwy.adftffl
FOR WATM SU?PLY WM SOMM IVIA
13a. Yield (im) 36i0w afitestw
131L Dhbtfectioa Antrrtm
114 t 3 Lw ad& Cscwc(- RA
_ s.
,�►:
--
I�� *- 1 13 —WA-S , lr-c�f�T p �yr— 3I
s ld*3s- A f-Omo
yr .,(,,::
LIM
By xfpwW rhfrfor$ I Borly oaafy xW die lrrllfs3 was (war) 4mav caad t# a=nAm m
affh ISM l+ACrIC a1C:0i@D or 1Sd HGIC t7dC.fl20t1 �ellLirn�rrrSCm7do�r�tlficar_a
ropy of Ibis rrmr+d harLApr�trnv�ifp the todi a�ptr�
Z3..Sike�m ��citiaat welidet�
Yen may tree dtel of this page to pmvide additiva�i yell like details ar well
cWstrurtmn dcWts. You may also oft* OkUdoasl paces ffnecommy.
24a For AS Wenr. Submit this form "iffi�m 36 4"a of completion of vmu
aatotheA&Gwfng.
Bmsiam a€ VYahrResoatoes, Ynf ff mffim preamft unit,
1617MA:SwvlmCenW,,3 ,.NC2709-16I7
24k For jnkg&A Wens: lo 2&Ef m to sung die fiffm to the. addmm in 24a
abase, also sobmii am cagy"of this item atthin 30 days of Asti of well
Om=nfxiamtGdmfoltnwirr,
MvnwnafW i%dergivaud.l>3jet aCorrtyvtfteffl %
106MO Serda c Cadet ltal A4NC2IM46M
24c. Fnm Water Sonly & Ldedfou to mmit�m to ceding the form to
the aftem(es) above; also n&mt4 am copy of this fig vvrthitr 30 days of
comgletipn of Weft os3m mcfiit fo ilia: caamly IW tie department of the "Wity
where
FormGW--1 Itevbcd222-201b

WE`LL CaNSTR�TCTION RECORD !GW 11
or aE Uae only: — — — —
I-weu C V h9fO
a'(C E .7v-d a •r_ S R ,
=ia.wwr-
.
_..�
�q SI A
vo
ftft.
UPORWIM
7r. srrk(r �w�
s m
AfCtReRCaatmctarCmhh om
I&q—.C&Sm A Wi
W& &90md71 Elli tiHli�ll~tt
/�
T
CompsayNam
45-
:i6 "ii CA iG<IE�YiBII - - :: _:.
2wd1 SUr P t#: PhCS
PIMAqo
I,irtaltappikn6rawailmtla�rm �^-a ^e)
3. wdu use Ee�dcwgse.
Watersrtpplywen:
rt To I
I--SLOYMM . amp::I :XTna.&L:.:
DRc�aeo6at WaterSi iy[sbffied]
4kriadon
_aI , :.. .: ....: .
: :::.:.:..: . .• :::_, s: :.. =:._ ::. _:.:' : ;-:.::_ :.:..:.,..
t rr ae�o
Iajet&n weU:
3Aq.T-ftb-V Dt�tamdw arm
:jA FfCrTesr �
38.s
Si s' 'cam f la v �
&xpaitneutalTerbnOiogy DSnl ldxa Caarkol
Fift
%3�
(Chmd LOOP)
LOGFJWM
- -
t'itardx�l; t huttuarior�2i
To
Baer
4, haft wtdt(s) t' nWet+ed: to 1 W n># p zsr J is
IL �
%=1fty1OwaaNaaaa
37s AIM!x k4e
s .
Ph c[JAddm.CiW.avdTjp 2 �16
s
>sa [gin
S`tc
(d S
sD.1`atltade aadlaagimtkin a,r d
(ifw+ofl � emu;
6. h(pre)thewell(s)� or story 3076k
7. is this arapair tesa a we& Dyes or 2lu
Ifrhir is a rrpmTi,, jtlf o�iatns�raQeitt n�w'aparinv�mair�cpfrm, nc�nalrva ofthe
rcpalr muter p2l rmtmfxsaeua� aran #l4e6�oE�lhitfarm.
S. For Geup mbdWr or Closed-Ia ip 1 WeUSbW ng dmSme
cuasOudkn44V 1� i isamda�l. 7 TOTA.LNEIAI MOwlis
drinet_ !NV 1%`�►
9. Total wilt depth bebW3adsarfa6W _
!%nrmuffFpTcwetis IFsrall dr�kv [f (eamapte-3�2A0'mtd2�IOU7
10 static Watefkve3beADWtop aft:_
[jxraer7evells abase roe +„
11. Bure6ole diameter: ff��l Eoi.) 3 �� IL�G�
M WeR CONSUMCCIM ametbiMb t CG _
C�.a. Y,cebi�tiaectpashe�;
FOR WATM SiimYWEUS [fmY s. AA
f
13Yield Egpm) Mrffkodofrt% =
33b.01"ection type Aumnuitz
rit ti E►vh n a hr Q
/67
si�oo€cmritmawatfor �a4o
ltv +-5-m I h—by url# dw the w4ff(s) waa (vex) can az acom&mw
with ISANCACWC.til00or 13AHCAC OC.4M Well CmmmwunsAmQdm*.wd&wa
spy oj16h rrrawd %Eeenpmvidadm the � awrxr_
i3.�or addtttosalvrettd
You MY use $tehaodrofWs Page to Ptavide adMonal well situ dcUdb or well
OmWnted m detbuls. You tasy also► aftul a4fdkm l paw if necessary.
AMMIALEtrrmrim s
24a. Far All Wilts: Submit this hm v id" 30 400 of comple m of veil
cond diontothefollm4mv
Di vision of Ws#ar Restumts,l &rm WouWoossing up%
1617 Mail SavPce Center, AdeqA NC 276"4 17
7Ab. For-fukd1m W_e_Hm Ina to sending &c f m to the adr win 24a
about alao aubmt am OW of.this Am within 30 days of completion of well
as n a m c f iantatlmfollowiag,
Divx&n of WAsw Reownur, UiftqpmmdInjechmCoahmiFrogram,
- 1636 ma Savim u , kaleigkme 27094636
24c. Fo_r 1n addiliam to sm�rng the four to
Via addrem(is) s1mm6 also subunit one copy of this fm m whin 30 days of
emupktion of well CaAtrrafien to the County health depw memt of the county
whr3e coilsbvct:d-
FormGW-t Revised 2-222016

WELL CONSMUMON REPMO daw-
1. Wen CsatradwInt"Marow
Sy lei
Fmr fu a1 Uee Only:
NCwoIIC Number
Len Do 9-2 � r�.i :
LicQIPfERC6 YG m w lls LAIR a
AYK
0 M
� fL
rL h,,. 4
2. 1 ,.� 1 MC C-*, Uft Fmfae m eft)
we]t Use {cGee�cwe3t ase�
lam
ft-
106
Water Sappbrwell:
C hennd CwTmg &p*) ORcd&nlW WaW 'n9'C'J ()
'�
Ti1
MAiEklBL
FcAA�MII�!'�
N..-Water m
�we�CZa1�Et�f�i Raxi�
_
�"
�.
Ltjectlnawen.
,AymfrrRer �Cur�mdwatezBtsaedi��
St=vMdF=OMy �
Aqaif-Ted ElstummatcrDraimp
— Tedmology � C,o*m1
GW%C�mml(C#osettLDOP) OI9=
CseolhccrA Rattan -E32ft(CWh3ft[UR*F9M
IL
_
_ _
yam
To
ML
alo & ��5: 11
a ►�r
$
ft- Rejj+
y�
G. tiG a sLen:
Fnoes
TO
I soar
a. wems) coxtgdeeteda 5l Ia 1 � �ve�lm e't.+D$
ss. weIIiocatlu�
r 1u-C-EL
$
ft-
I.
-fL
CPRl
ft-
T _
fL
fL
szc �d r Goc
6.Is(are)ihewctd{s)e�mas�t ar catpvrary �bl t.�i
7. Is tbb arepedr to s:uexktWgwelk QYes ar 2io
IJrhts �r anpnr , jtu oat7bm,.,twetl aoa �rnrmirurmed «ptmn the rmtu,�eojthe
>#2l Fsatxtot+ or on dxb�afddsjF,rm.
8.Far Geopm6cMPf or C hwedl mp CkvOwwwd W*MbsvWX the sme
Con sgt[diOn, &M11snwdc d- hd!a9a TMALNUAV3ER Ofwalls
dct�ed:
s Totalwell depth bdawlead s ;Lz) (It.)
For mddtipleweArlwatl ATift j ( 3@2M',nd2@10n
10. Stsific wateslevel heipwtage€ 1�+� i4 �p it:)
ffxmrrkvetisabm�costt we+"
I Bardude.diameter:
MWeRcenshveliftmoethok __ C l �•� e( _ _� _
(ia eu�t;tnlaty,eab]0. dseet�b,eta) --
FOR WAI= SUPPLY WEs S ONLY: A f /1
13a.1iidd�m} d affes�
131LI)iainfettiaao typin A WRiM —_ --
T.. wn AS I ndtcr-- cz
ZL CAr6ficsfim _
tca€Cacd�dWdtur >]atti
By xhlsf5m r h--fw —f* dw An uvU(s) ycns {�etre} weed in uGeoidmtre
with J-U PC`ACO1C.0100 or ISA NCACOC_OM iAeSiCbnxw&ajmS aa&v+dr and&d a
oop}'afdds ramndd�beatprovldrd ra the xeIImmer_
2Ai for � details:
YOU may ttse ft back of this l to pmvide addWwffW well site debWs or -waU
coflsftuWw&tniLs. Yon map a w a#aeh awitional pages if y.
241L for Ali Weld: Stdtrit tits b m wkldn 30 days of complefim of well
tkttldmaittn to the foltawiw
DivLonOfwaterRewn ve%MewmastianPftwe"Itgihatt,
16171i na Scnmxt Ctuter. lb4dgk,DEC 27699-1617
70Ux ft Adgft WdMr. TnwIfifimtoscading the form to die address in ida
aboVt; also spbatdi one �pY � this 1'�uaa wifTtiet 3U days of anmg�etion of well
1Dt3�fnitaWib�
aF1�Vat�Reeomx�IIad�gatazxllajcct9oaC�tmlProgEs>p,
16361M1� SerYiceC,Rats3giyNC 27699-1b3G
24cr Far Watr Sc Itait etsuas wcfie~ In uddikm to sending the forth to
the address(es) above. also salmtit a= OW of thN fnm wAiv 31) days of
compldiun of v EH antsstractiton w Hie cmay bv.M dgmhm l of the county
wlttae mnstrum&
Farm Gw-1 NOF&CUOM I7ePadZMTtoiEnVVWUn=W QMPbty-I]MSMMof WatCrReso«tcr P&vised 2-22 2D16

WELLgpmRUGiIt3NRECt?ItD�C
L Wen Guatrallorubrmauom
YR
1Vcll CanEra�r3tarue
x7 w?
NC wen Co*wAw Nwj=
�.� bore b 1`11"/)
CompWNme
Or
2. Wa C6a o&Fem*#. Kam
,&o,olgV =6L- (cam. M Cmmov SW-1 Yu m-4 ems}
-& wen IIge fdw,*Wa w*
�taFal7Pabhe
cem
Ted
ie"Teeha %ff - � Cam►rol
89 MWIM Lam)
4.&0well(s)Co*tet d: sf �P? W�ro �zs xo I7
U.wen >4catim
ra~owncrm= F cmww#cd u*
3'7s" All. j;� .-X - Alkbw Pv. C-
FftsWAddK.:MQW.-dZfp -Z$ l3S-
--AA�-70MJ
cony >rn tl'nv�
sn. tiiaar �a is ae ®Idwksmemuftsw fifer si t
'ice-WAiER-T�Ffi-:-.->.:.:::..:..:.-:.: � -:-: ---f;::= --`- • �..-=-:..�'�:
3am ITO UNCRWAM
IL I
0
Alx-ft-
-
IRM
20
1dAitiitiAL
01
iz
i<
ram& 1
10 1
DIANOMZK
i stram
I PEATUM.
smm
To
7 MA'IF7ML
err AAMOtWr
.19
WSfllr-
To
il�kt'BRtA�
MORM
A*X fL
3Yi'-&
�#',�.5 ►[off
a a�!!^
;L I—
1p
ik
IL tz
tz fL scc {
I
I ft
1 6t9W , wh-i M4 hu W--- 4. iA-co !
2L CerdficMion:
/&.Y4371?• 87 w
AM-P
6.I &m)theww$ ermnmt or Nftempwmy 304k
ss'gmsoceufc=bwwcnc loft
?. Is ihEs a repph bn err r�stieg Dyes Or 2wo
ltyg �� 11,�y Bury* dbr the wdT(a} ,r,� {wve} am�bmCTed Tn aaaTrrla�e
wuh lid fiCAC OW.0104D or t5ANCAC,02C -0100 A'eH( SrwrlavrZrmid�hat a
IflhLr#arrpatrflNoatlirtow►i��ruTy+ufaTti�wawtbonmrdrhet�m�ofThe
�J'¢fthtrreco�dl�bempavtdedmribs,.eUm�r
mp+vf� under p.Tl >� a.aeEeebaric�'1hrs.J6rAr.
�� d"aogexmor additfonai weft defgi�
$. irar i bci#lf`f ar [wed LmP GeeiLarmal WelisLarThzgthesa>ne
You may use the back of lbk page to provide addidar i well site ddeft or wail
COIIitrt�Cfi0B,/ 1 iisowdtx.Ind!mmTf.Y),'ALNMff Xofwcjb
consmMdandaull1r. YOUBW VISO anuchaddfthmdPaz=ifIICDcosay.
-
9.Totalstem 6p7oW land sorter �'S (fL)
2Ale. For A# Wdis: Stirbtrrit this #arm smiafin 34 days of campleiiun of well
Formrdff�Te sa�elTsTall�pfh►tjd�u(oo�pla-1�2n0'av�2[�IOU�
�antothe foilnwiq� .
tkr s rt 1
lo. St ocwaterlevei hewer lop aitat ag: (it)
Divhden of WstWRfsnnrus,Iafaratatioti PM"M&g Qait;
lfmwcr lewd babum tee "+"
1617 Mast Service Ceuter; NC X76991-1617
t1. Bm*hdedimuetars Gr�S�1 3 6' Cock2gx
,
(ia-)
Far iniftoluV dls: In aditim is smdiug Om foam to she address in 24a
# •,• C�
4- m1wk act: copy aff#t& tumr wig 30 dop ofampletion of well
i2 Weticn�astraefiaa:za : — r_ - � -
�rurbmttt►titefaalonviug:
�Sitomofwatr�r itesoe�s, itsd 1a contra Program,
f
FOR WATER SUPPLY WMIS ONLY_ A f A
106Mall SM'dm CeRW, RRUgh,NC 276WIM6
13a.Ytcld (gpm) Ammo d aftrsb
24r- Far 'i xlcr & Lugo Wei in atke an w smdiag the form to
Or, edges) abum alga submit oM wfey of this fmn vdflin 30 days of
LWDhimfettiontype: Ammyaat:
completion of va cmmn=fm to gm coamty hralffi depmt mm of the omty
vdhe dvmtracmd-
FGM GW--I NDI&C mrm Eh:puftmt Reviod222.2016

WALL CQN�ucilio T RECORD ffim it
1. WdI Coatcnctor1"Or
mark E S"v-i [e.r r R ,
well 16=
NC way caxa
�tarrypp�re „�,�rrac � ut� c� � eAe)
3. welt use (Cbcckw l us*
za
»t=
d $ 119 i- U C._
odic I®S 2�8tS
6a1Wa6erSopply€? f;. �
Agadferltecharpe �tto
Agt&r S6otage andRey
Attu€Fox Ted EI
Evaime"Tedul*gy - omomcctmad
S. Wen Lam:
C-0nn�r•�-
F=WdyMw=Name tyllyb faf blr)
l t akd Ad&coiCiw. d Tap -71leCMUIY
�nsor�
S>*.Ijwtudsdlois star
{if4vcu Sell ooe �tllo}gi's�tirne)
tic. a617t?, N rLsv'3:7 W
6. Is(am) the wa(gAgp tw sanest ar fiWampomy 3616'c
7. Is this a repo& to anvxhft rep: 13Yes or 2w°
lft&Ee isa rvpulr,�rtl anrbaGtvs tarAawraurrulorr �mcuarr midexpfaartberlataQeoJrEe
r rwa&r&Zlra srrMw*ran onhue* afA&fiw .
& For Geop-&eMP1'aa•Chwd4AOP Geo tl Wellsbmft t Mww
t�nsttnctitm, /V 1,-I is nee&& IndkaleTOYALNUM MofvAb
9. Tatowen depa bdowiaW -S € )
For andIO&waat&&rQll '�¢ orf 3�?1J0'ola�Ix(c)inD3
if wwer learol isab me easaee use +-
IL Harabolethmettr: i (m.) 3 ,i �o
17. Wen consawsoun Kati: A
rra� � zatety, cabloa a�oetgrah, zee•) /� FOR WARM SC11rTLY�S W'TLY•. Ar A
13a. Ylddfgpm) Rkawd of sk
131t_Bbbnfeclion typt* Amount:
1
& *- fe-
s I II:
S IL
law i rAMMOD
fG a fk- 1A193-I& A5:' r C46rap PbtJr-
Sic [
n6
,!' x0ft ATfom 1 Urcto oaf& aw ft IM avn, wpotad 6r aaeo.i &Mw
with15AMAC 62C-MOD DriSANUCDIC.OMWeRCbn aaar ba SAwwbn&wxtthoa
a ofdft re hw bear pmvkW to a wa annw-
Z3. SitC tramor addtffandwdl aichnI[s:
You may use the bade of INs page to provide addW=d well site downs or weD
conshuction dalmis. You may also attwh sddificad pago ffncocssny.
SLi$lliii'I'P� EMOCUOM
AL For M W Submit this form wiltd t 30 dwjo of oaarpletion of wait
cmAructi® to the faitm hm,-
Divlslea of WatgrRem ua lutumatianPnmsatngBnii,
1617 MID Ssvice Ct ow.RdOW4NC27699,1617
MIX FZr iiokftn Welts" In a"UM to sending the fotm to the address in 24a
above, also submit am tW of ab tam within 30 *p of caawicaw of wa
camwncamto t]>E fouawmg:
IhrsslOiri�E�YatCi�m'Oesil�et�'Ot1ud Ie Gos3trnlPtngiBm?
16361V ASevxr-Ceakr, Rdeqo4riC2709-1636
2AF- For fine& & I Wdbr In addttim to scading the fang to
the addnss(es) abase, also stdm k me ew of ibte -fian within 34 nays of
t am. of wn an on to dw oomnty health departm®nt of the CmEy
where
FormGW--t itavkea2-2I l6

WELL CONSTRUMON RECORD ((,'W- I I
1. Well Contractor Information:
Robert Cassell Jr.
Well Contractor Name
4143-A
NC Well Cnnnuctar Cernifica:ian Number
Summit
Company Name
2. Well Construction Permit #:
Lire oil applicable well consinu:Non permlls (I.e t11C, Counly, State, Variance, etc.)
3. Well Use (check well use):
(Eleatinecooling Supply)
Recharge
Storage and Recovery
Test
iental Technology
oral (Closed Loop)
Geothermal
VlunicipallPublle
Residential Water Supply (single)
Residential Water Supply (shared)
Groundwater Remediation
OSalinily Barrier
[MStormwator Drainage
[3Suhsidence Control
[}Tracer
4. Date Well(g) Completed: l l /17/17
Sa. Well Location:
Waste Connections
under #21
Well ID#PZ5-1 OD-R
Facilitylowner ]Name facility IDd (irappifcable)
375-550 Dozer dr. Polkton, NC 28135
Physical Address, City, and -Gip
Anson
Counly Parcel ldenlification No (PIN)
5b. Latitude and longitude in degreeslmlauteslseconds or decimal degrees:
14. WATER ZONES
FROM
TO
DESCRIPTION
h.
R.
ft.
ft.
Is. OUTER [:ASING for
muili-viNt'd wells 0 LAYER ifs
Itcaulc
FROM
To
DIAMETER
Tfr1CK1YESs
r1tATERIAL
+2,5' R.
74' ft.
is
2
,040
PVC
16. INNER CASING OR
TUBING [ eathermal
closed -too
FROM
All
DIAMETER
1111CRNM
MA'rERIAI.
ft.
H.
in.
ff.
rt,
17. SCREEN
PROM
rO
DIAMETER
SLOT SIZE
TIIR'KNCSS
MATERIAL
70' R•
90' f,
2 in.
010
.040
PVC
ft.
ft.
I& GROUT
FROM
T;1
MA1 Mt[AL
E31 P1_%CE31"T 94ETti01) A A►1 tlt'NT
66, ft.
0' rl•
" tj- off.
grout plant trimmie
68' rt.
66' ft.
time release pedals
pour
rt.
fe.
19. SANIRIGRAVEL
PACK
ifs livable)
FROM
'ro
MATERIAL
EMPLACEMENT METROD
68' n
90, rr.
#2 well sand
pour
ft.
ft.
2U. DR[ LLING 1d16 attach
additional sheets if necesus )
FROM
To
DESCRIPr WY valor, lLxrdnn%, wiUmck lypwj w1in sire. etc.
.5' ft-
2.5' rE
FIRM Reddish Brown Elastic SILT (MH)
2.5' R-
n'
Hard BrownTan and White Sandy SILT (ML)
It-
28,5' ft-
SAME
38.5' ft.
ft.
fl.
58.5' ft'
Dense Brown Tan Course S ft SAND (PWRI Pa6ally Waalhered Rock
58drE
90' rt-
Fractured Tan and Gray Bedrock
21. REMARKS
(if well field, arlo lat/long is Suffilrwnt) 22. Certirle
N W - O!
6, Is(are) [he well(s)oPermanent or [3Temporary I Si gum ure of Cen i rwd Well Colxlm-tor- Date
By signing this form, 1 hereby cerfify that the well(s) wo.T (were) constructed in accordance
7. Is this a repair to an existing well. [3ves or E3No with 15A NCAC 02C,f1100 or 15A NCAC 02C 0200 well Consimcuan Standards and that a
!f lhis is a repair. Jill our known wall "nrucrian lnformallon and explain the nal ore of the copy of this record has been provided to the well owner.
repair under 021 remarks seettan or on the hark of this farm
S. For Geoprobc/DPT or Closed -Loop Geothermal Wells having the same
construction, only 1 GW-1 is needed, Indicate TOTAL NUMBER of wells
drilled:
9. Total well depth below land surface: 90,
Formulliple wells I&I all depths fdifferem (example- 3@200'and 2@100')
10. Static water level below top of casing:' 1 /29/201 7 77. 35' (1Y ]
Jf wafer level is above casing, else "-1 "
n
11, Borehole diameter: 3(in.)
12. Well construction method: 2114 HSA, NW casing, NQ2 Rack Goring.
(i e- auger, rotary, cable. direct push. etc)
23. Sete diagram or additional well details:
You may use the hack of this page to provide additional well site details or well
construction details. You may also attach additional pages if necessary.
St; IINNt7"1'AL 1N.IrHti! llQNS
24e, Fir Ail Wells: Submit this fort within 30 days of completion of wcil
construction to the following:
Division of Water Resources, Information Processing III nit,
1617 ]Hail Service Center, Raleigh, NC 27699-1617
24b. For lnierliou Welly- In addition to sending the form to the address in 24a
above, also submit one copy of this form within 30 days of completion or well
construction to the following:
Division of Water Resources, Underground Injection Control Program,
FOR WATER SUPPLY WELLS ONLY: 1636 Mail Service Center, Raleigh, NC 27699-1636
13a. Yield (gpm) Method of test: 24c. For Water SunDly dtt hliertion Wells: In addition to sending the form to
the address(es) above, also submit one copy of this form within 30 days of
13b. Disinfection type: Amount: completion or well construction to the county health department of the county
where constructed.
Form GW-1 Nonh Carolina Dapartmenl or Env ironmen [a] Quality - Division of Waler Resources Revised 2-22-2016

WELL CONSTRUCTION RECORD 4GW-I]
1. Well Contractor [reformation:
Robert Cassell Jr,
Well Conlractor Name
4143-A
NC Well Contractor Certification Number
Summit
Company Name
2. Well Construction Permit #-
list all applicable well cvnaaruclion permits (l.e U/C, County, Sfafe, l`oriarree, sic,)
3. Well Use (cheek well use):
(11cating/cooling Supply)
Non -Witter Supply Well:
Recharge
Storage and Recovery
Test
icrital Technology
mat (Closed Loop)
❑Municipal/Public
❑Residential Water Supply (single)
❑Residential Water Supply (shared)
[]Groundwater Remcdiatiort
❑Saliniry Barrier
❑Stormwatcr Drainage
05ubsidence Control
❑Tracer
under #21
4. Date Well(s) Completed: 11 /28/17 Well ID# PZ5-14D
5a. Well Location:
Waste Connections
FacilitylOwner Name Facility ID# (if applicable)
375-566 Dozer dr. Polkton, NC 28135
Physical Address, Uiey, and Lip
Anson
County
Parcel Identification No. (PIN)
5b. Latitude and longitude is degreeslminuteslseconds or dccimai degrees:
{if well field, one laillong is sufiicicivo
N W
6. Is(are) the well(s)Ox Permanent or ❑'temporary
7. Is this a repair to an existing well: ❑Yes or ❑No
If (his is a repair, fill out kno," well cwrstrucitwa information and explain Ike nalure o/1he
reptar under 421 remarks sectiom or on the hack ofihis farm.
8. For Geoprobe/DPT or Closed -Loop Geothermal Wells having the some
construction, onty 1 GW-1 is needed. Indicate TUrAL NUMBER of wells
9. Total well depth below I a a d surface: 70' (ft.)
fur multiple wells list all depths if diiffi-I (axarnple- 3@240' and 2@100')
10. Static water level below top of casing: 11 /29/2017 53-50'
ffwolerlevel is above casing, rise "- "
"
11. Borehole diam3
eter: {in.}
12, Well construction method: 21/4' HSA, NW casing, NQ2 Rock Coring-
0- e auger, rotary, cable, direct push, etc.)
td. WATER $ONES
PROM
TO
DESCRIPTION
ft.
ft.
19, 011TER CASING for multi -cased wcllx UR t.! ER i[u i Iknlrle
FROM
TO
DIAMF"7-F-R
TInC.'ICN'F5S
51A rF'R!A[.
+2.5' ft.
50' lt.
2 in.
.0417
_
PVC
16. INNER CASING OR
f ilBING eothe rmat closed •1oo
FROM
TO
DIAMETER
TIIICKN£SS
MATERIAL
ft.
ft.
in.
n.
IL
17. SCREEN
FROM
TO
ntAhIFTER
I SLOTSIZE
THIC"E5S
MATERIAL
50, fl.
70' ft'
2 in.
010
.040
PVC
ft.
ft.
in.
18. GROI]T
FFLOM
TO
MATERIAL
IAI?L1Ct:NIENT Alfa 1OD& AM CH NT
46' n
0' n'
P,iWwiy� 1..
grout plant trimmie
48' R-
46' n•
time release pallets
pour
ft.
ft.
I1. SAND/GRAVEL PACT{ iru a Itiruhle
FRO-st TO
MATERIAI,
F.MPI,ACEMENTMET1100
48' ft- 70' R•
#2 well sand
pour
ft. ft.
?A. DR[ LLING LOG attach add itiomat sheets iraecessa 1
FROM
r0
DESCRIPTJ ON rator, hardatm. sailrmrk UM, grain size, etr.l
.5' rL
2.5' n.
FIRM Reddish Brown Elastic SILT (MH)
2,5' r`'
n'
Hard BrownTan and White Sandy SILT ML
n•
13.5' ft.
SAME
13.5' ft.
ft.
n.
4T ft'
Dense Brown Tan Course Silty SAND (PWR) Parhany V1ttithwed Rock
47' n.
70' R.
Fractured Tan and Gray Bedrock
ft.
ft.
21. REMARKS
22. Certifica
3 - i0J -20 Jg
Sigiialuriorccrtiiim well Cautu:tci Date
6y signing this form. ! hereby certify that the well(,) was (were) consirarred rri oecordance
with 1 SA NCAC 02C X100 or 13A NCAC 02C .4200 Well Construction Srunrdards and that a
copy of this record has been provided to die well owner.
23. Site diagram or additional well details:
You may use the hack of this page to provide additional well site details or well
construction details. You may also attach additional pages if necessary.
SIJBMJHAL iNSTRUCTI S
24a. For All Wells: Submit this form within 30 days of completion of well
construction to the fallowing:
Division of Water Resources, Information Processing Unit,
1617 Mail Service Center, Raleigh, NC 27699-1617
24b. h r Iu'rc inn IV I s: In addition to sending the form to the address in 24a
above, also submit one copy of this form within 30 days of completion of well
construction to the following:
Division of Water Resources, Underground Injection Control Program,
FOR WA"I'ER SUPPLY WELLS ONLY: 1636 Mail Service Center, Raleigh, NC 27699-1636
13a. Yield (gpm) Method of test: 24c. For Witter In addition to sending the form to
the address(cs) above, also submit one copy of this form within 30 days of
13h. Disinfection type: Amount: completion of well construction to the county health department of the county
where constructed.
1 Drat GW- I Nonh Carolina Department of Gnvironmenial Quality • Division of Water Resources Revised 2-22-20 i 6

WELL CONSTRUCTION RECORD (GW-1)
1. Welt Contractor Information:
Robert Cassell Jr.
Well Contractor Name
4143-A
NC Well Contractor CertiHcalioa Number
Summit
Company Name
2. Well Construction Permit #:
List all applicable well W"'Ve uclfan permits r0. e, UJC, Caunly, Slane, Variance, a+r I
3. Well Use (check well use).
Water Supply Well,
Agricultural ❑MunicipallPublic
Geothermal (Heating/Cooling Supply) []Residential Water Supply (single)
:llindustrial/Commercial
❑Residential Water Supply (shared)
irri t'lon
Non-Water5upply Well:
x Monitoring
❑Recovery
Injection Well:
Rquifci Recharge
❑Groundwater Remediation
AquilcrStorage and Recovery
❑Salinity Barrier
Aqui1er'1'est
❑Stormwatcr Drainage
73 E xperirncntal Technology
❑Subsidence Control
Geothermal (Closed Loop)
[)Tracer
Cicothelmal (I lentin C'oolin U Rctum)
rjOlhCF (cXhUT1 under 921 Rcntnrks)
4. Date Well(s) Completed:11117117 Well IDO PZ5-21 D
in. Well location:
Waste Connections
Facility/Owner Name Facility IDN (inapplicable)
375-560 Dozer dr. Polkton, NC 28135
Physical Address, City, and Zip
Anson
County PmcI Identification No" (PIN)
5b. Latitude and longitude in degreeslminuteslseeonds or decimal degrees:
(if well Field, one lal/iong is sufficient) 22. Cerlilic
N
6. Is(are) the wells)Ex Permanent or ❑Temporary
W
Signlllnrc ofC•crliGrd Well Connaclu
7. Is this a repair to an existing well: ❑Yes or []No
U'Ihis is a repair, fill out known well construction information and explain the nafum of the
repair under �21 remarks section or on the back of this farm
8. For GeoprobelDPT or Closed -Loop Geothermal Wells having the same
construction, only I GW-1 is needed. Indicate TOTAL NUMBEltof wells
drilled:
9. Total welt depth below land surface: 901 (R.}
Par multiple wells list all depths ifd&renf (example- 3C 200' and 2@ 1001
11t2;Q017
10. Static water Ievcl below tap of casing,
Ifwaler level is ab-ove casing, xse
11. Borehole diameter: 311 (in.)
77.3& 1 12114=7 0RY4
14. WATER
ZONES
FROM
TO
DESCRIPTIorr
ft.
ft.
I5. Utl'ITR CASING for
mulli�nsed wells ifs I Ilicable
FROM
1�0
DIAM[i'rtirZ
MI.[NER
ICKI'1E53
MATERIAL
}2.5' ft.
70' R,
2 in.
.040
PVC
16. INNER
CASING OR TUBING
cathcrntul cluxcd-loop)
FROM
-to
DIAMLTER
1'IIICKNESS
NIATLn1AL
it.
rL
in.
[t.
ft.
in.
17. SCREEN
FROM
TO 1 DIAMETER
SLOT SIZE
THICKNESS
MATF111XL
70' ft.
90' rt. 2 in
010
.040
JPVC
{f,
n, in,
1K GRO TP
FROM
"rQ
MATERIAL
E%1FIACF.MENT METIn7D& AMOUNT
fib' rr•
0'
grout plant trimmie
68' &
66' ft'
time release poets
pour
ft.
ft.
19. SANDIGRAYEL PACK 3[ a t tlieublcl
FROM
rtl
1tA"I"F:I[IAt.
EdtPLACEM1ArrMETHOD
fib' R-
90' It-
#2 well sand
pour
ft.
ft.
20, DRILLING LOG atlaeh additional sheets ifnecersn
FROM
TO
D4SCRI PTION frolu r, hardness, soWnwk lypr. IVAn s1m, cle.
.5' R•
2.5' fl-
FIRM Reddish Brown Elastic SILT (MH)
2 5' ft.
n•
Hard BrownTan and White Sandy SILT ML
ft.
23.5' ft.
SAME
23.5' ft-
ft,
ft,
58,9 rt.
Dame Brawn Tan Course Slily SAND (PWR) Padialty Wealbered Ruck
58ef ft,
90' n-
Fractured Tan and Gray Bedrock
fr.
e.
21. REMARKS
3-g--a0)�3
Date
By signing rhls farm, I hereby cerr6 that the well(r) was (were) cotslrucfed in accordance
with 15A NCAC 02C 0100 or 13A NCAC 0.2C 0200 Well Construction Standards and that a
copy of this record has been provided la the well owner,
23. Site diagram or additional well details:
You may use the hack of this page to provide additional well site details or well
construction dctails. You may also attach additional pages if necessary,
S,;BhtF 1'AL INSTRUC'PIOINS
24a. For All Wells: Submit this form within 30 days of completion of well
construction to the following:
(R } Division of Water Resources, Information Processing Unit,
1617 Mail Service Center, Raleigh, NC 27099-1617
12. Well construction method: 2114" HSA, NW casing, NO2 Rock Coring.
(i.e" auger, rotary, cable, direct push, etc_)
24b. For tnfrcli+sll s: In addition to sending the form to the address in 24a
above, also submit one copy of this form within 30 days of completion of well
constmWon to the following'
Division of Water Resources, Underground Injection Control Program,
FOR WATER SUPPLY WELLS ONLY: 1636 Mail Service Center, Raleigh, NC 27699-1636
13n. Yield (gpm) Method of test: 24c. G r Wat r ' r I l y & It 'cction We a: In addition to sending the form to
the address(es) above, also silbmit one copy of this Form within 30 days of
13b. Disinfection type: Amount: completion of well construction to the county health department of the county
where constructed.
Form OW-1 Nonh Carolina Dl partment of Environmental Quality - Division of WalerRcsources Revised 2-22-2016

WELL CONSTRUCTION RECORD (G W- I ]
1. Well Contractor Information:
Robert Cassell Jr.
Well Contractor Name
4143-A
NC Well Cnmractor Certification Nil mbar
Summit
Company Name
2. Well Construe tian Permit 4:
List all applicable well consfruchon permus (r,e. 111C, County, Stare, Variance, etc.)
3. Weil Use (check well use):
(licating/Cooling Supply)
I ndustriallConuncrcial
Recharge
Stofage and Recovery
Aquitae Test
Experimental Technology
Geothermal (Closed Loop)
4. Bate Well(s) Completed:
aMunicipal/Public
Residential Water Supply (Single)
13 Rcsidenti all Water Supply (shared)
Groundwater Remediation
DSalinity Barrier
E]IStormwater Drainage
Subsidence Control
[)Tracer
under #21
11113/17 Well ID# PZ5-23 D
5a. Well Location:
Waste Connections
Facility/Owner Name Facility ID4 (if applicable)
375-560 Dozer dr. Poiktan, NC 28135
Physical Address, City, and 'Lip
Anson
County
Parcel ldenlification No (P]N)
5b. Latitude and longitude in degrc&rninuteslseconds or decimal degrees:
(if well field, one laillong is sufficient)
N
6. Is(are) the well(s)OPermanent or OTemporary
14. WATER
ZONES
FROM
TO DESOUPT10\
R.
rt.
A.
fl.
15.OUTER CASING flor mold caaid wcils Oli I.1NER ita iralftc
FROM
TO
DIAMETER
'1'l1ICICNE_5S
MATERGL
+2.5' ft.
35' rL
j 2 in.
.040
1 PVC
16. INNER CASING OR
TUNING MIk-rfnal
&W-loupl
PROM
TO
DIAMETER
THIC"E'SS
MATERIAL
t.
ft,
I in.
%
n.
1p.
17. SCREEN
FROM
TO
DJAM M. R I
SI"F SIZE
I THICKNESS I MATERIAL
45' ft-
35' ft. 1
2 in•
1 .010
.040 PVC
ft.
ft.
IS. GROUT
FROM
1'0
MATERIAL
ENIPLAC EM£NI' METHOm1 & AMOUNT
31' rf,
6' ft,
NN*Win* Tf n w .,
grout plant tiimmie
33' n
31' il•
Urn release pallets
pour
ft.
,19.SAND/GRAVEL
ft.
PAC Kfifavalicablel
Pnf1\t
TO
MATERIAL
EMPLACF..MENT Mr"IOD,
45' It,
33' fl•
#2 well sand
pour
20. DRILLING
LOG; tallach additional shots if access
FROM
TO
1)MA RIPTION tutor. herdtim, saKfnmk!M. gnuin %in.air.)
.5' ft-
2.5' ft
FIRM Reddish Brown Elastic SILT (MH)
2.5' ff'
Hard BrownTan and White Sandy SILT (ML)
n•
18.5' ft.
SAME
18.6' ft.
ft.
ft-
33.5 R•
Dense drown Tan Course Siry SAND (PWR) Pedaliy Weathered Rods
33dft•
45' rt,
Fractured Tan and Gray Bedrock
R.
21. REMARKS
22. Certif
W
5i nau t' Cuniffed Well Cons uaw
7. Is this a repair In an existing we11: In Yes or ❑No
If this is a repair, fill out known Hell ronsfruufan infarafanon and explain the nature of the
repair under r21 remarks section or on the hack of this form.
8. For Geoprobelf3PT or Closed -Loop Gee thermel Wells having the same
construction, only 1 GW-I is needed. Indicate TOTAL. NUMBER of wells
drilled:
9. Total well depth below land surface: 45' (ft.)
For multiple wells list all depths ifuhfferenf (example- 3@200' and 2[la 100)
10. Static water level below top of casing: 11 /29/2017 41-050
(R 1
1f wafer level Is above casing, rise
tt
1l. Borehole diameter: 3{in.}
12. Well construction method: 2114" HSA, NW casing, NO2 Rack Coring.
(i c auger, rotary, cable, direct push, etc.)
3- 9-20+47
Bate
sy signing this form, 1 hereby certify that the well(s) was (were) cnnsfrucled on accordance
with 15A NCAC 02C . a100 or 15A NCAC 02C .0200 Well Consfructinn Standards and drat a
copy of this record has been provided to the well owner
23. Site diagram or additional well details:
You may use the back or this page to provide additional we11 site details or well
construction details. You may also attach additional pages if necessary.
suiyil'rim. I NS l'RUC1'I0NS
24a. FnE All Wells: Submit this form within 30 days of completion of well
construction to the fallowing:
Division of Water Resources. Information Processing Unit,
1617 Mail Service Center, Raleigh, NC 276"-1617
24b. I�Qr Iuteclion Wells: In addition to sending the form to the address in 24a
above, also submit one copy of this form within 30 days of completion of well
construction to the fallowing;
Division of Water Resources, Underground Injection Control Program,
FOR WATER SUPPLY WELLS ONLY: 1636 Mail Service Center, Raleigh, NC 274699-1636
13a. Yield (gpm) Method of test- 24c. For Water Supply & Iniection Wells: In addition to sending the form Lo
the address(es) shove, also submit one copy of ibis form within 30 days of
13b. Disinfection type: Amount: completion of well construction to the county health department of the county
where constructed.
Fonn UW-I )North Carolina Departmeni of Environmental Quality - Division of Water Resources Revised 2-22-2016

WELL CONSTItUCTION RECORD (GW-1)
For Internal Use Only:
1. Well Contractor Information:
Robert Cassell Jr.
Wcll ContraclnrName
4 1 43-A
NC Well CoviraclorCertilicatian Number
Summit
Company Name
2. Well Construction Permit 9.
List all applicable well construction purntks (i e. UfC, County, "slate, Variance, etc.)
3. Well Use (check well use):
Water Supply Well:
Agrlculturnl [)Municipal/Public
Cicolhut mal (Heat inglCooling Supply) Residential Water Supply (single)
industrial/Commercial EllResidcritial Water Supply (shared)
Irri•ition
Nan -Water Supply Well: rr
x onitonnR 1 Recovviv
Aquifer Recharge
Aquifer Storage and Recovery
Aquilcr 'rest
I_xix:rimcntal 'technology
0cothernud (Closed Loop)
hernial f.l leat i ng/Cool i ng Retum
Groundwater Rcmcdiation
Salinity Barrier
[]Starrnwawr Drainage
Subsidence Control
Tracer
4. Date Well(s) Completed: 11/14/17
5a. Well Location.
Waste Connections
under 421 Remarks
Well IIV PZ5-255
Facility/Owner Name Facility 11)tl (Ifapplicable)
375-560 Dozer dr. Polkton, NC 28135
Physical Address, City, and Zip
Anson
County
Parcel Identification No_ (PIN)
5b. Latitude and longitude in degreeslmiItuteslseconds or decimal degrees:
(irweit field, one tatAong is sufFcient) 22. Cer ' cat' r
R
6. ]s(are) the well(s)Ox Permanent or Temporary
14. WATER ZONES
FRpM
to
DESCR1PT ION
f!.
ft.
15.OVI-Ett CASING for
mIAMeh Oc
ITLCNNE
Ftil7i11 TO
Dc4edF:R
MTAL
+2.5' FL 38 5' ft.
1 2 in. 1
.040
PVC
16. INNER CASING OR
TIMING eotlMrmnl clowd-loop)
FROM
TO
DrAM£TER I
THICKNESS
I MATERIAL
H.
ft.
in.-
ft.
ft.
in
17. SCREEN
FROM 'ra
DIAMETER
SLO SUF
I THIC100A5 I MATERIAL
48.6' ft. 38.5' fi.
I
2 in.
01Q
1.040 PVC
Ft. ft.
in.
18. GROtrr
MUM
T4
MATERIAL
I:SIVL%CF.MENT. %ILTIIUD &.AXIOUN'T
44.5' fl-
0'
..w. A P_-
grout plant trimmie
46.5' ft.
44.5' ft-
lime release panels
pour
fr.
R.
19. SANDIGRAVEI. PAC)[
Ira ucahlel
PROM
I to
MATERIAL. EATVI.ACEHirtTMF.TIIOU
48.5' ft.
46.5' fi-
#2 well sand pour
rL
R.
20. IIRILIJNG LOG sIlacir
additionel%beers irr em" ry
FROM
Tn
DESCRIV"ON color, ins Oncu. millrnc! i K, in Abe. etc.
.5' e.
2.5' Ft-
FIRM Reddish Brown Elastic SILT (MH)
2.6 %
n'
Hard BrownTan and White Sandy SILT (ML)
Ft.
25.2' n.
SAME
ft.
n.
25.2' ft-
ft'
Dense Drawn Ten Course Siny SAND iPVM) Partially Weemered Rork
ft.
486 ft.
Fractured Tan and Gray Bedrock
rt.
fr.
21. REMARKS
Signature nfCertified Well C mraclo Date
3y signting this form, 1 hereby cemify that the well(s) was (were) constructed in accordance
7. Is this a repair to as existing well: Yes or [3No wilh 15A NCAC 02C.0100 or iSA NCAC 02C 0200 Well Comiructiol Standards and dial a
If this ns a repair, fill out known well rnnsmschon information and explain the nature of -the ropy of this record has been provided to the well owner.
repair under a21 remarks section or apt the bat* of this farm
8. For GeoproIWDPT or Closed -Loop Geothermal Wells having Utr same
construction, only 1 GW-1 is ntxdud- I ndicatc TOTAL NumB1lit ofwclls
drilled:
9. Total well depth below land surface: 48.5' (ft.)
For multiple wells Ipst all depths ifdi,Qerenl (example- j[r 00' annd 2@ 1OV)
10. Static water revel below tap of casing: 11 /29/2017 47.76' ( )
If water level is above caring, usa "+ "
11. Borehole diameter: 3" (in.)
IL Well construction method• 2114" HSA, NW casing, NQ2 Rock Coring_
(i.e. auger, rotary, cable, direct push, ete )
23. Sitc diagram or additional well details:
You may use the back of this page to provide additional well site details or well
construction details. You may also attach additional pages if necessary.
StIRM 111TA1. INSIVI F(3-l(K
24n. For All Wells: Submit this form within 30 days of completion of well
construction to the following:
Division of Water Resources, Information Processing Unit,
1617 Meii Service Center, Raleigh, NC 27699-1617
24b. I?ur lnieetion Wells. In addition to sending the form to the address in 24a
above, also submit one copy of this form within 30 days of completion of well
construction to the following:
Division of Water Resources, Underground Injection Control Program,
FOR WATER SUPPLY WELLS ONLY; 1636 Mail Service Center, Raleigh, NC 27699-1636
13a. Yield (gpm) Method or test: 24c. Vor Waler Supply & Injection Wills: In addition to sending the form to
the address(es) above, also submit one copy of this form within 30 days of
13b. Disinfection type: Amount: completion of well construction to the county health department of the county
where constructed.
Farm CiW-1 North Carolina Department of EnvironmenLai Quality . Division or Water Resources Revised 2-22-2016

WELL CONSTRUCTION RECORD (GW-1)
1. Well Contractor Information:
Robert Cassell Jr.
Well Contractor Name
4143-A
NC Well Contractor Certification Nrsmbcr
Summit
Company Name
2. Well Construction Permit #:
List all applicable welt construction permits (i.e. r11C, County, State, Variance, etc.)
3. Well Use (check well on):
icothennnl (I leafing/Cooling Supply)
Aquilet Recharge
Aquifer Storage and Recovery
Aquifer Tcst
icntal 'technology
mai (Closed Loop)
[]IvlunicipailPublic
Residential Water Supply (single)
[]Residential Water Supply (shared)
[]Groundwater Remediation
[]Saiinity Barrier
[]Stormwater drainage
[]Subsidence Control
[]'i'racer
4. Date Well(s) Completed: 11 /13/17
5a. Well Location:
Waste Connections
under 421
Well ID# PZ5-24 ❑
Fmlity/Cwner Name Facility ID4 (ifapplit:ablc)
375-560 Dozer dr. Polkton, NC 28135
Physical Address, City, and 'Lip
Anson
County
Parcel identification No. (PIN)
5b. Latitude and longitude in degreeslminuteslseconds or decimal degrees:
(ifwrJI Feld, one iatflong is sufficient)
14. WATER ZONES
PROM
TO
nesCRIMUN
rt.
it.
ft.
A.
M OUTER CASING: rar ruutti-rtlsed wells LINER tin RcgU1c
FROM To
TO
DIAMETER
.....Ell MATrRIAL.
f2.5' It. 34' n.
in.
.040PVC
K INNER CASING OR
1 [THING cathermal
closed-luu I
FROM
rn
DIAMETER
TDICKNM
stATERtAt.
n.
ft.
in.
rl.
ft.
17. SCREEN
FROM
TO
DIAMETER
XOT SIZE
T"ICKNE:SS
MATERIAL
44' ft-
I
34' R•
2 in-
.010
.040
PVC
ft.
ft.
19.. GROUT
FROM
TO
MATERIAL
EMPLACF,IENT METITOD & AMOAVT
30' R•
0' ft,
PalMndlmlpb, 1 wr
grout plant trimmie
32' n-
30' ft•
rime raiease palteta
pour
ft.
rt,
19.SAN"RAVELPAC fG ifs irahte
FROM
TO
MATERIAL I
EMM ACEMF.HTMETHOD
44' ft-
32' n.
#2 well sand
pour
ft.
n.
20. DRILLING
LOG attach additional sheds if neeessa
FROM
To
DFSCRIP11" lemor.hardeess.soillmcktype. palnsiu.tts.1
.5' rr.
2.5' n.
FIRM Reddish Brown Elastic SILT (MH)
2.5' rt.
R•
Hard BrownTan and White Sandy SILT (ML)
ft,
28.5' A.
SAME
28.5' n.
ft.
n-
.3.&5' ft.
DeM. Bra'. Ten Course Saly SAND (PVVR) Padalty Weathered Rock
33dit
44t H-
Fractured Tan and Gray Bedrock
ft.
I fG
21. REMARKS
22. CcrtiT� 11-1
N W
3- a-
6. Ware) the welt(s)OPermanent or []Temporary
7. Is this a repair to an existing well: []Yes or �No
Ifthis is a repair, fill out known well construction information and explain the nature ofrhe
repair under N21 remarks seclimr or on the back of Phis form.
S. For GcoprobelDPT or Closed -Loop Gcotherma] Wells having the same
construction, only 1 10W-1 is needed. Indicate TOTAL NllMBER of wells
drilled:
9. Total well depth below I a n d surface: 44' (ft,)
For multiple wells list all depths ifdei ferent (example- 3@200' aju11@1001
10. Static water level below top of casing: 11 /29/2017 37.17' {R.}
Ifwater level is above casing, rise "
n
11. Borehole diameter:
12. Well construction method: 2114" HSA, NW casing, NQ2 Rock Coring.
(i e. auger, rotary, cable, direct push, ew.)
- ao �9
Sig to crriF -d Wcl .o1nrAClgr 17mlc
By signing +Iris farm, I hereby cerlify that the wells) was (were) constructed rn accordance
with 15A NCAC 02C .0100 or ISA NCAC 02C -0100 Well Construction Standards and that a
copy of eh+s record has been provided to the well owner
23• Site diagram or additional well details:
You may use the back of this page to provide additional well site details or welt
construction details. You may also attach additional pages if necessary.
SUBMITTAL INSTRUCTIONS
24a. For All Wells: Submit this farm within 30 days of completion of well
construction to the following;
Division of Water Resources, Information Processing unit,
1617 Mail Service Center, Raleigh, NC 27699-1617
24b. Itor Inicelion Well : In addition to sending the farm to the address in 24a
above, also submit one copy of this form within 30 days of completion of well
construction to the following:
Division of Water Resources. Underground Injection Control Program,
FOR WAFER SUPPLY WELLS ONLY: 1636 Mail Service Center, Raleigh, NC 27699-1636
13a. Yield (gpm) Method of lest: 24c. For _►_Yager SaPoly & IItjretion Wells: In addition to sending the fornt to
the address(es) above, also submit one copy of this form within 30 days of
13b, Disinfection type: Amount: completion of well construction to the county health dcparimont of the county
where constructed,
Fonn GW-I North Carolina Department or Enviromnental Quality - Division of Water Resottrces Revised 2-22-2016

WELL CONSTRUCTION RECORD GW-t
1. Well Contractor information:
Robert Cassell Jr.
Well Cent! ractorNamc
4 1 43-A
NC Well Contractor Cede ficat i on NuInber
Summit
Company Name
2. Well Construed on Permit 4:
List all applicable well construction paermils a c 111C; County, State, variance, etrJ
3. Well Use (check well use):
Water Supply Well:
DAgricultural
Geothermal (Heating/Coolirrg Supply)
Industrial/Commercial
rer Recharge
fir Storage and Recovery
ftrr 'Pest
1:xpen IncntalTechnology
Gcothcrmal{Closed Loop]
GLotIiell list (I IeatinglC'ooling Itci
[3MunicipailPublic
[3Residcntial Water Supply (single)
Residential Water Supply (shared)
[]Groundwater Remediation
Salinity Barrier
[)Sturmwater Drainage
Subsidence Control
Tracer
4. Oltte Well Compieled: 11 /14/17
her (explain under 921 kcowikc
Well ID# PZ5-26 ❑
5a, Well Location:
Waste Connections
Facility/Owner Name Facil ky TD# (if applicable)
375-560 Dozer dr. Polkton, NC 28135
Physical Address, City, and Zip
Anson
County Parcol Identification No (PIN)
5b. Latitude and longitude 1n degrees/minuteals eeonda or decimal degrees:
{ifwell field, one lattlong is su(ficient)
6. Is(are) the well(s)OPermanent or [pTemporary
7. Is this a repair to an existing well: [3Yes or [)No
IJ 1h8. is a repair, fill but known well can.vrrrcrtnn information and explain the nature of the
repair under 421 remarks .serrian or on (he hack of (hrs form.
S. For Geoprobe/DP'1' or Closed -hoop Geothermal Wells having the same
construction, only 1 GW-1 is needed. Ind icaieTD'I'AL NUMBER of wells
drilled:
I
9. Total well depth below land surface: 55 {ft.)
Por muhlple wells list all depths ifdiifferent (example- 3 r@200' and 2@100)
10. Static water level below top of casing: 11 /29/2017 46.35' (ft.)
if water level is above casing nsw "+ "
11. Borehole dlitmete r: 3t,
12. Well construction method: 21/4 HSA, NW casing, NQ2 flock Caring.
(i.e. auger, rotary, cable, direct push, etc.)
14. WATER
TUNES
FROM
110
nF_tir; WPi IOM
�.
ft.
iA. 0UTER CASING Tor mull(-casrd wells OR L111131 ira lira6le
FROM
TO
UINMF.'rEk
TiI1CK10ES3
MATERIAL
}2.5' ft-
40' ft.
1 2 ]n.
_040
I PVC
16. INNER CASING OR TUBING(geothermal closed -too
FROM
TO
D1AMh'TER THICKNESS
%tNrERIAI.
tt.
ft.
in.
Ct.
ft.
ia4
17. SCREEN
FROM
TO
DIAMETER
J s1ATsizt:
I 7fltt3c,N'Ess J MATERIAL
55, k.
40' ft.
2 io.
.010
1.040 JPVC
1t.
ff.
ia.
1& GROUT
FROM.
TO
MATERIAL
EMPIACE %I NTAWf6109&AMC UNT
36' ft.
0' rt.
fwltndi,"vb i po a,
grout plant trimmie
38' ft.
35' rr.
time release pellets
Pour
rr.
rr.
19. SANDIGRAVELPACIi tifa lieahlc
FROM TO
MATERIAL
EMPLAcEmit.Nr mrrnOD
55' h 38'
#2 well sand
pour
211. DRILLING LOG attach additional sheels if neces-m
FROM
TO
DESCRip,noN (color. twrdarss, sanirork rain stye. elr.
.5' ft-
2.5' ft-
FIRM Reddish Brown Elastic SILT (MH)
2.5 ft.
ft'
Hard BrawnTan and White Sandy SILT ML
ft.
28.5' ft.
SAME
28.5' ft,
ft.
if.
33.5' ft'
Danso Brown Tan Course silty SAND (PWR) PailOily Weatheree Ruck
33dr`-
55' ft.
Fractured Tan and Gray Bedrock
fr.
rt.
21. RVNIARKS
22. Cerl all
nature ""emfie(! Well
3 - 6)
Date
By signing Phis form, 1 hereby eerrify (hat (he well(s) was (were) ermsinrc(ed in accordancw
with 1SA NCAC 02C 0100 or 15A NCAC 02C.0200 Well Construction Stundards and that a
copy of this record has been provided to the well owner.
23. Site diagram or additional well details:
You may use the back of this page to provide additional well site details or well
construction details. You may also attach additional pages il'neeessary.
SURNIMAL INSTRUCTIONS
24a. For All Wells: Submit this form within 30 days of completion of well
construction to the following;
Division of Water Resources, Information Processing Unit,
1617 Mail Service Center, Raleigh, NC 27699-16I7
24b. For IItiretian Welts: In addition to sending the form to the address in 24a
above, also submit one copy of this form within 30 days of completion of well
construction to the following:
Division of Water Resources, Underground injection Control Program,
FOR WA'f E:R SUPPLY WELLS ONLY: 1636 Ma it Service Center, Raleigh. NC 27699-1636
13a. Yield (gpm) Method of test: 24c. For 1Yfiler Sunnly & Iniectinn Wells: In addition to sending the form to
the addresses) above, also submit one copy of this form within 30 days of
I3h. Disinfection type: Amount: completion of well construction to the county health department of the county
where constructed.
Form GWA Norlli Carolina Department ofEnvinmmental Quality - Division of Water Resources Revised 2-22 2016

WELL CONSTRUCTION RECORD GW-1
1. Well Contractor Information:
Robert Cassell Jr.
Well Contractor Name
4143-A
NC Weil Contractor Certification Number
Summit
Company Name
2. Well Construction Perrnit #:
list all applicable well ennstruaian permits (i.e; t11C, County, Slate• irarta,rarn etc. )
3. Well Use (check well use):
(l lcating/Cooling Supply)
Non -Water Supply Well:
Aquifer Recharge
Aquifer Storage and Recovery
Aqui 1•cr Test
fixperimental Technology
Gcothermal (Closed Loop)
QMunicipailPublic
Residential Water Supply (single)
❑Residential Water Supply (shared)
[3Gmundwater Remedialion
❑Salinity Barrier
C]Stormwater Drainage
[]Subsidence Contras
Tracer
under #21 Rclnlu
4. Date Wells) Cone pieted: 11 /15/17 well ID/iPZ5-27❑
5a. Well Locadon:
Waste Confections
Facility/Owner Name Facility IDli (if applicable)
375-560 Dozer dr. Polkton, NC 28135
Physical Address, City, and Zip
Anson
County
Parcel Identification No. (PIN)
5h. Latitude and longitude in deg recslminuIrslsecoads or deeimal degrees:
(if well field, one IWong is sufficient)
N W
6. Is(are) the well(s)(gPermanent or [37femporary
7. Is this a repair to an existing well: Yes or [}Nn
1f'ihis is a repair, fill out known well construction inftrrtsurte m and explain die nature uy'rhe
repair under �'21 remarks secrron or an the hack of this form.
S. For GeoprohelDP'I or Closed -Loop Geothermal Wells having the same
construction, only 1 GW-1 is needed. Indicate-£QTAL NUMBER ofwells
9. Tuttd well depth Itclow land sItrfacc: 39.5' A)
Per mulrq,le weiki ftst aft dr1n ir,/dtfle*r i (erean le- 3 rt 200' and 2 r@100')
10. Static water level helow top of casing: 11 /29/2017 30.56' (fit.)
If water level is shave C034ng use " I "
11. Bore hol e diamete r: 3(in.)
12. Weil construction method; 21/4" HSA, NW Casing, NQ2 Rack Coring.
(i.e. anger, rotary, cable, direct push, etc.)
id• WATER 70NES
FROM
_ "I'O
DESCRIPTION
fit.
tt.
1& 011TER CASiNC for ruulri cascrf Hclls 'g LINF:H if o lirahlc
FROM
To
DIAMETER
TIIiCiCti1:SS
MA'rERIAI.
}2.5' f-
29.5' ft.
2 fin.
.040
1 PVC
16. INNER CASING OR
TLWING lacelhermid closed-lou
FROM
1'0
UWAT :TER
'rme:'K xs.".
MATERIAL
ft.
R.
in.
fit.
R.
in.
17. SCREEN
FROM
TO
DIAMETER
SLOT SIZE THICKNESS
MATERIAL
39.5' f -
29 5' ft-
2 in-
.010 .040
PVC
fit:
fit.
in.
18. GROUT
FROM
TO
MATERIAL
t;h1f'1_/L.-F.�1f:tiF.\If: i1t[]rl &:kSIS]Il:tit
4 ft,
0' ft.
,a, wt�,w„�mP_,,,
grout plant trimmie
28.5' I'L
2$ 5' ft-
time release pellets
pour
fL
(L
19. SANIDMPAVEL PACK0fattolicablel
FROM
TO
MATERIAL
I•aln>"kCI•mrXTMF:TIIOn
35.5'
28.5' rt•
#2 well sand
pour
ft.
20. 1) It 11.1.1
NG I.OG (attach additional sheets if necem ryl
FROAr
TO
DL'SCRIIrflOY ruler4 kmrdnE0. suiltraek r e, rain sae. etc.
.5' rt•
2.5' rr
FIRM Reddish Brown Elastic SILT (MH)
2.5' «.
n.
Hard Brownian and White Sandy SILT (ML)
ft.
28.5' rt.
SAME
ft.
I ft.
ft.
ft.
Dense Brown Tnn Coumn Saty SAND (PWR) Parlidlly Wealhared Rock
rt.
39j§ el.
Fractured Tan and Gray Bedrock
fl.
fit.
21. REMARKS
22. C'ertilics
3-V-IO49
gnatur of etufia! Wall i'a or Date
By signing thts farm, 1 hereby cerr?fy that the welt(s) was (were) constructed to awardance
with 15A NCAC 02C .0100 ur 15A NCAC 02C _0200 Well Construcarm Standards and that a
copy of this record has heen pro Vided to the well owner_
23. Site diagram or additional well details:
You may use the back of this page to provide additional well site details or well
construction details. You may also attach additional pagcs if necessary,
SUBMITCA1,1N"'ltt110I01'4ti
24a. For All Wells: Submit this form within 30 days of completion of well
construction to the following:
Division of Water Resources, Information Processing Unit,
1617 Mail Service Center, Raleigh, NC 27699-1617
24b. ror lnieetion WcII: In addition to sending the form to the address in 24a
abovet also submit one copy of this farm within 30 days of completion of well
construction to the following:
Division of Water Resources, Underground Injection Control Program,
FOR WATER SUPPLY WELLS ONLY: 1636 Mail Service Center, Raleigh, NC 27699-1636
13a. Yield (gpm) Method of test, 24c. For Water 4pnr]tw &-Injection Wrtls: In addition to sending the form to
the address(es) above, also submit one copy of this form within 30 days of
13b. Disinfection type: Amount: completion of well construction to the county health department of the county
where constructed.
Form GWA North Carolina Department of Envinlnmcmal Quality - Division of Water Resources Revised 2-22-2016

APPENDIX C
PERMANENT MONITORING WELL CONSTRUCTION RECORDS
Civil & Environmental Consultants, Inc.

MM& C[)NSTRUC M RECORD [GSN=Ij
L Wen ContrseforTnfur as c
_ Mark E $`�itee-
Weii C�t>m'1Van�
NC Wal Cb&AackwCftfifiwfimN=nbcr
Zen Doc, Z NI e'n
in
IWat� ft Pk4 S' -'
Lintarfappfmabfa,rrcu Ac- UIC Cmngrsbft Vmftm eao
3. Welt use (rlc ckWen ns):
water suppb We&- — - -
(MCWDSMOO�Sup*) r3Raddcnwwdwhr()
ammetdd E3R=dd=&A wm-savty ()
ce.za
SWmWandP4cvv-yE)Sdiay
r:A
Atoi E)scMdMA
=3 (CkwA lacp) QTMW
4. DateWills) 03m~.
Stz Wen l€.Q=Ik --
Fnctft3warr►:amc— - Fa=TdYM9(iT3WpFCIhk)
3'7 r 1 fh2X P,49-Alk-k�*,f Jv- c-
cd Cq t=drjp 2-101-3 S`
t nsoAJ
cater patmelN(L {puv)
rfweli s,la. �e la;� f
b )Es(�ne)t�ew�€s�m�ee� ar testy i�� �`
7. Js Rtis s re�Tarea sn em>� �Ye� � �To
fflhts tsnrapatr jtTl a�iUta�rms+ap'a�8g�rm�taaanodapfaaithe rmrme ofrhe
repWunderd11r awraronrne6cs#nfUae
8. For eonsG�opiv�bty�D1P�'iy� [�d�Haap Geo�4rs3at Wr1Fs the r�tc
4ntcii(u . i is nook& Jndkatc'kiC3TAL MiMHM ofvMb
dn7ied:�
9. Tota1 xvrn dr�h 6elara � _ � 3 `� tfi)
For maftipk wr�s f is1 a1f dgnta tJd�erent (ermsplo- 3�2&t1' med 2�100't
10. Sfatic WON revel below top of a►sisg: 40, 4 (ft:)
ff;vaterlevef la rae "4"
11.Horchated6mebdcjr, ER+ A�fm-i
12. Welk censwuNon a mhos Carf
MR WATR[SUPPLY wExLs ONLY-- Af A
13a. Yield (Lm) Method after
13b.J1isin6eefontypc Arenas;; -
PROM
M
za $
3a $
(yereyV.r �k
&
I
MOURIittCASRIG as
-77
t>asra
Tit,
ntax
�:.
OEM t
10 1
D08mEna
I BLOTS=
I[MATERIAL
s�
3
� `o
�"
�
�o
zJw�it�tsr.
rxa�wwe�
$ a-
f
re-
IL-
m
fL
iz
SIMEMM .
ACEMZmrjwnonu
ff
q
MilkLU
IIto
IL
ft
fL
fL
IL
$
ft.
fL
IRL
wh Aa Q
ASS if
S(pW M4Df Wa r
By strong tt tr I hwefy cog5r Am the wWro) was Iiv 4 conameW m aamu►dwwo
wnhIMMAC WC -GIW or IYAMIC 02C.400 WeUC*m&w%hmSkanawdsandOwa
uopryr�thtr tec�ovdhpa3apv prpNded to the rell arrrv_
� Stte diagtsstor.�lwdtdt
You may uw the back of this page to ptovMe addititm d vtr]l site ddaik or well
conmacdw6ftiL& You awyaLwaff Aaditonalpagesifnwmmy.
MM11M"I'Ai�E il2lTf'Fid1K5
240 a a Subaa this in[m wi11»Q 30 days of compledon of well
coamucem the fuliowiv,-
ilivisio8 of Wabtr� � Fmtrssing Unit,
i517i4itiiSCrvke ,I :ATC27B91-2G17
24i. Fw IgIMAN Wdis: In add l aui to smug the fmm to the addnm in 24a
abom also sit mte toy of this form. wibin 30 days 4f complaion of wa
cans to the foiinwlag_
I w"M ofw"E!rRawwTM vwagmwd hicefim can"progrssy
16%MaD Swwke CeWw, Rale#glm,WC 2709406
2& Fat' W."W AMU & fa4�om in addehn® W scndiag the faun to
dte addtss(es) above alas sound; one +Dopy of #ids film wiltrin 30 days of
completion of welt consbuctim to "tip caanty dqxanmmr of the ommty
when;: cunstructed.
FamtGW-i Withrwa Dcputw&AafEnvbmmnanWQuality-Diwm=ofWBkrRe Revvd2-iZ2016

f CON�UC ON RCORD fl1�
L Weti CAmbactor fugwmmOow
C Ski tcpx- T R .
wcllcGnbmctwNm=
af7S'
NCw4HConhmdbmrCftl
e. convaoyNmm
.....
2.WeHCbagklucdft>01
rmduapplftx6lrWcovea r m am,p
4.DateWdl(s)C=pkted; q/xc./!-;L w.i Mw. lt¢f9
F« -
A,n2nfj -
cG�
HWr,f)
Alk&f )
sb.l.�t�eaa=�.a�o. use
tifwoit � ono fae4oagssafl�.sent)
6.1s(arcjtkewe0(sParmsa�t or Temposnsy ?t
7.IsMsarepair foanuisfi WeM r3Yes or ob.
{flhts ofrhe
repatrtmderfl21 renAwksmamor*athe ufmbsf&-,m
8. For �eoprolxlDPF � � W�bav�g the same
consquatiimy o i -1 u sued<sd, lirdic�t'�#'A%NE711� oil
dn71
F--tdipkwenslotalldephs,f u(ewe'3@2W'aO2®100')
20. 5tatlo w,ur $evd ba m top o€ea b r
lfwwe. level isabow onot &
I1. Borehole dbunefts_
M Wells$ mubmt
(i.- nave. -my. sable. daeetPulk eo^)
Bys&mg$&fwm& .t burly mW An dm xdb(a} wm (wm* commend w amxw& =
wJ&L"V"CMC1ilOdarMIWACMC.t"WellCronS mfdthrua
wpyafrrr3huslap�ovldadra d,e mWommr-
UrdedbommBroMfindwdliddaft
You may me 9w bash of this pW to pr vide additionalwall site dstat'Lc or weal
cmnmwffmdcm'L,. Yenmsyaisnatm&additiotpagesifne p
ammunLRmummm
249. ft M Wt Submit this %tm s 30 days of cnmplellm of well .
�toffiefailarwin�
1)ivisfun srf WatrrRrsamnes.iniora�[enprere�ing Veit,
1611DMI Savkx Cestter,> ,NC270-4-M17
2.41L For iniecOm 3n ad Oua to smding &a farm to the ad&vw in 24a
above' also submit we OW of this tam wMdn 30 slays of cuw"on of -41
conmucountotbr-foltovdw
/� iUlnom of Wsif wRess�wem ll�a� lajecoe Control Fragra,v,
FOR WATER su"' W's QIQLY. Af A 1636 Man Savke Cyr, Rai gb XC 276W1636
13a.3[idd Wo) blow o€tesh 24c. For Wad bAMM&M_Wrl: lss addition to scndmg the fare► to
Om addtm(ts) above dso submit mse copy of d& fmm v nkm 30 days of
736.DiAmfeetian iyps; Amount—conq&t nn of wd) cammucdon to the =m y heWfh meat of the comy
whetecouc.
Fame OW-1 Ravmrd 2 22-ZD16

M RLL CUN II RECORD MEU
1. weft Coeinmtor Macau:
vv�tcom�cort� '
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5a. Wen Locasea:
,t /V.C.
r•yra�crrwm� r�cr�C¢3
rVAW nddm*L aW.;wdry t 5"
6 #1
tM
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DMAM OfWatcr Resourcm Umdawamd A*cdbu CwhrfiPxaam,
1636 Mag Service Center, UddgbNC 21694-1636
24r- For w - a$ w m adc#fitrtar , sag tha t to
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APPENDIX F
MONITORING PLANS

LANDFILL GAS MASTER PLAN
ANSON COUNTY LANDFILL
ANSON COUNTY, NORTH CAROLINA
Prepared For:
CHAMBERS DEVELOPMENT OF NORTH CAROLINA, INC.,
A WHOLLY OWNED SUBSIDIARY OF WASTE CONNECTIONS, INC.
Prepared By:
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
CHARLOTTE, NC
CEC Project 165-276
DECEMBER 2018
REVISED MARCH 2O23
11A/=/;
Civil & Environmental Consultants, Inc.
! 900 Center Park Drive, Suite A i Charlotte, INC 28217 1 p: 980-224-8104 f: 980-224-8172 1 www.cecinc.com

TABLE OF CONTENTS
1.0 INTRODUCTION..............................................................................................................1
1.1 Purpose....................................................................................................................1
1.2 Objectives of the Landfill Gas Collection and Control System .............................. 1
2.0 SITE CONDITIONS..........................................................................................................2
2.1 Landfill Description................................................................................................ 2
2.2 INITIAL GCCS Construction................................................................................. 2
2.2.1 Overview.....................................................................................................2
2.2.2 Vertical Extraction Wells...............................................................................2
2.2.3 Blower Flare Station......................................................................................4
2.2.4 Condensate management...........................................................................4
3.0 FUTURE SITE DEVELOPMENT...................................................................................6
3.1 Future Landfill Expansion...................................................................................... 6
3.2 Future GCCS Expansion......................................................................................... 6
3.3 Landfill Gas Generation.......................................................................................... 7
3.3.1 Model Input Assumptions............................................................................7
3.3.2 Vertical Extraction Wells.............................................................................7
3.3.3 LFG Piping..................................................................................................9
3.3.4 Blower/Flare Requirements.........................................................................9
Appendix A— Landfill Gas Calculations
Appendix B — Landfill Gas As -Built
Appendix C — Landfill Gas Proposed Expansion
Civil & Environmental Consultants, Inc.
Landfill Gas Master Plan
December 2018

1.0 INTRODUCTION
This document serves as a landfill gas collection and control system (GCCS) Master Plan
for the Anson Waste Management Facility (AWMF). This GCCS Master Plan was prepared
by SCS Engineers in November 2007 and updated by CEC in 2018. This Plan is to be used
as a guide by the AWMF for future GCCS expansions.
1.1 PURPOSE
The purpose of this GCCS Master Plan is to:
• Establish future GCCS requirements for the currently permitted disposal area
(Phases 1-2 and 3-4) and for the potential future expansion disposal areas (Phase
5);
• To be used as a guide for future GCCS expansions; and
• Establish general LFG condensate management practices.
1.2 OBJECTIVES OF THE LANDFILL GAS COLLECTION AND CONTROL
SYSTEM
The objectives of the proposed GCCS configurations shown herein are as follows:
• Collect LFG generated at the site;
• Control potential odors and subsurface LFG migration at the site;
• Control air emissions at the site; and
• Protect the AWMF site during operation and construction activities. The
control of LFG is intended to provide a safe environment for the operations
personnel, construction contractor, adjacent properties, and the public.
Civil & Environmental Consultants, Inc. -1- Landfill Gas Master Plan
December 2018

2.0 SITE CONDITIONS
The AWMF is located on Highway 74 in the town of Polkton, North Carolina. The AWMF is
owned by Chambers Development of North Carolina, Inc. a wholly owned subsidiary of
Waste Connections Inc. The Landfill operates under Solid Waste Facility Permit No. 04-03
issued to Chambers Development of North Carolina, Inc., June 1, 2000.
2.1 LANDFILL DESCRIPTION
The basic infrastructure and initial cell at the AWMF were constructed in the fall of 2000 with
waste acceptance beginning in December 2000. The AWMF is currently filling Phases 2 and
3 of four total phases. The current landfill footprint is approximately 89 acres. Upon
completion of Phase 5, the landfill footprint will be approximately 202 acres.
2.2 INITIAL GCCS CONSTRUCTION
2.2.1 Overview
A GCCS is currently installed at the site. The initial construction in 2007 consisted of 17
LFG extraction wells, a blower/flare station, an LFG condensate sump and LFG piping. The
blower/flare station is a 12-in utility flare manufactured by John Zink Company, LLC. A
LFG expansion was constructed in 2014 that included an additional 8 LFG extraction wells
and associated piping.
2.2.2 Vertical Extraction Wells
There were 17 vertical LFG extraction wells for the initial GCCS construction in Phase 1. The
construction depths for the wells are provided Table 2-1 and their locations are shown on
Drawing C500, Appendix B.
Civil & Environmental Consultants, Inc. _2- Landfill Gas Master Plan
December 2018

Table 2-1 - Well Schedule, Initial Build -Out
Well
No.
Location Coordinates
Surface
Elevation
(ft MSL)
Waste
Bottom
Elevation
(ft MSL)
Borehole
Depth
(ft)
Well
Pipe
Depth
(ft)
Slotted
Pipe
Depth
(ft)
Solid
Pipe
Depth
(ft)
N-S E-W
EW-1
458,026.7
1,651,804.7
351.2
308.5
32
31
16
15
EW-2
458,059.2
1,651,929.1
348.9
304.8
33
32
17
15
EW-3
458,159.0
1,651,773.9
370.1
310.4
45
44
29
15
EW-4
458,180.5
1,651,621.6
358.7
315.3
33
32
17
15
EW-5
458,260.5
1,651,513.9
359.0
317.9
31
30
15
15
EW-6
458,205.1
1,651,929.4
366.0
307.1
44
43
28
15
EW-7
458,335.8
1,651,677.0
393.6
315.1
59
58
43
15
EW-8
458,292.1
1,652,012.4
356.8
308.8
36
35
20
15
EW-9
458,394.2
1,651,858.6
407.9
314.5
70
69
54
15
EW-10
458,373.8
1,652,133.0
337.0
288.7
36
35
20
15
EW-11
458,525.6
1,652,200.5
335.4
282.7
40
39
24
15
EW-12
458,574.8
1,652,001.5
384.0
293.3
68
67
52
15
EW-13
458,414.2
1,651,500.1
381.0
318.7
47
46
31
15
EW-14
458,411.2
1,651,365.5
366.4
321.6
34
33
18
15
EW-17
458,579.9
1,652,291.8
319.6
283.3
27
26
11
15
EW-18
458,679.9
1,652,333.2
318.9
284.8
26
25
10
15
EW-19
458,682.1
1,652,194.0
354.8
291.2
48
47
31
16
Total
707
690
435
255
The LFG extraction wells include wellheads equipped with a valve to control LFG flow and
vacuum, and monitoring ports on either side of the valve to measure LFG quality, pressure,
and temperature. A removable end cap is on top of the wellhead to allow access to the interior
of the well casing for measurement of liquid levels and pumping of the liquid, if necessary.
Flexible piping connects the wellhead with the lateral pipe and is intended to accommodate
differential settlement in the vicinity of each well. The wells are constructed with a flange
below the wellhead and a flange below the flexible piping to accommodate for future
landfill expansions. The flanges may be used to raise the wellheads in the future as landfill
filling operations require.
Civil & Environmental Consultants, Inc.
-3-
Landfill Gas Master Plan
December 2018

2.2.3 Blower Flare Station
A blower/flare station is located next to the leachate storage tanks. The blower/flare station
includes a utility flare, a blower, a knock -out pot, and air compressor. The utility flare is a 12-
inch diameter, John Zink Company flare with a maximum LFG flow rate of 2,500 standard
cubic feet per minute (scfm).
According to the LFG recovery projections presented in Section 3 of this GCCS Master Plan,
the initial flare should be sufficient until year 2023. At this time, additional flaring capacity
will be needed.
The gas -moving equipment consists of two 75hp blowers manufactured by Hoffman. Only
one blower will operate at a time. The Landfill should alternate the blowers based upon
maintenance requirements.
The flare is equipped with a wind shroud, a propane pilot flame system, thermocouples, and
a UV scanner. Operation of the flare is monitored at a control panel located adjacent to the
flare pad. This control station is capable of start-up and shutdown activities as well as
recording the flow rates and temperature of gas to the flare via a chart recorder.
The blower/flare skid is equipped with manual and automatic isolation valves. If the flare
shuts down, a PLC closes the valve that feeds the blower. These automatic valves are to be
integrated with the system controls to help prevent the free venting of uncombusted LFG.
These control devices are installed for the safety of on -site personnel and the public. As part
of its LFG monitoring program, authorized personnel will perform daily monitoring of the
blower/flare station.
2.2.4 Condensate Management
Condensate formed in the LFG piping is collected at condensate sumps located at low points
along the main LFG header. A total of six condensate sumps are equipped with pneumatic
pumps which convey condensate via a 3-inch diameter forcemain to the existing leachate
Civil & Environmental Consultants, Inc.
-4-
Landfill Gas Master Plan
December 2018

storage tank.
Civil & Environmental Consultants, Inc. -5- Landfill Gas Master Plan
December 2018

3.0 FUTURE SITE DEVELOPMENT
The Anson Waste Management Facility will continue to be filled using the area fill method
into future Phases (Phases 4 - 5). Installation of GCCS components is anticipated to coincide
with stages of fill development and, when applicable, the NSPS regulations.
3.1 FUTURE LANDFILL EXPANSION
The AWMF is currently filling in Phases 2 and 3. Phase 2 consists of five cells, A through
D. The most recent landfill cell constructed was Phase 3 Cell 1. Future landfill development
will proceed similarly with a total of five phases being constructed.
3.2 FUTURE GCCS EXPANSION
The GCCS is designed to be readily expanded as fill operations proceed. Vertical wells will
be installed in areas that have reached final grade. Vertical wells and/or horizontal collectors
may be installed as an interim control measure in disposal areas that are not yet at final grade.
For the purpose of this GCCS Master Plan, the Landfill has been depicted showing the full
build -out of the entire landfill. The proposed initial build -out is shown in conjunction with the
entire landfill future build -out including the Phases 1 through 5 on Drawing C500 (Appendix
B).
Civil & Environmental Consultants, Inc. -6- Landfill Gas Master Plan
December 2018

3.3 LANDFILL GAS GENERATION
This section provides LPG recovery projections for the AWMF. The projections have been
prepared by CEC using the U.S. EPA's Landfill Gas Emissions Model (LandGEM). The
model uses the following inputs: (1) annual waste disposal rates, (2) the estimated fraction
of waste which decays annually and produces methane (the methane rate constant "k-
value"), and (3) the ultimate amount of methane which a ton of refuse produces given
enough time (ultimate methane recovery rate or "Lo value"), to project annual LFG flows
at 50% methane equivalent.
3.3.1 Model Input Assumptions
The following model input assumptions were used:
• Total tonnage in Phases 1 through 5 — 25,799,093 tons; and
• Average annual yearly waste disposed in Phases 1-2 (2001- 2006): 236,580 tons/year.
Using the above assumptions provides an estimated amount a recoverable LFG for the site. If
the actual annual waste volumes differ from the above assumptions, the model should be re-
evaluated.
The LFG model runs are included in Appendix A of this report. The maximum LFG recovery
potential based on the results of the model is 12,460 scfm in 2036.
3.3.2 Vertical Extraction Wells
The initial build -out for the GGCS for Phase 1 included the installation of 17 LFG extraction
wells. The well layout for the initial build -out is depicted on Drawing C500 (Appendix B).
The proposed future GGCS for Phases 2-5 following closure consists of a total of 156 LFG
extraction wells. The conceptual well layout for the entire landfill is depicted on Drawing
C500 (Appendix B).
New vertical extraction wells in Phases 2-5 will be constructed incrementally in areas that
Civil & Environmental Consultants, Inc. _7- Landfill Gas Master Plan
December 2018

have reached final permitted grades with a 6-inch diameter SCH 80 PVC or HDPE pipe
centered inside 36-inch diameter (typical) borings. Well depths will vary according to the
waste depth and will typically be terminated a minimum of 15 feet above the base liner
system. The well borings will be backfilled using a permeable media such as washed stone,
crushed glass, or crushed concrete (sized to avoid penetration or blocking of the well slots
or perforations), a bentonite (or similar) seal, and soil. The length of slotted or perforated
pipe generally will be two-thirds the well depth, although it may be increased for deeper
wells to avoid installation of long sections of solid pipe and decreased for shallower wells
to avoid pulling oxygen into the landfill. A typical well detail is included on Drawing C606
(Appendix B).
The average spacing between LFG extraction wells will range between 150 and 250 feet. This
spacing is designed to provide an overlap for the calculated radius of influence (ROI) from
each adjacent well and varies depending on the depth of the well and resulting ROI. It should
be noted that the actual LFG collection system layout may differ from that shown on the
drawings in Appendix B.
The wellheads will be equipped with a valve to control LFG flow and vacuum, and monitoring
ports on either side of the valve to measure LFG quality, pressure, and temperature. A
removable end cap on top of the wellhead allows access to the interior of the well pipe for
measurement of liquid levels and pumping of the liquid, if necessary. Flexible piping connects
the wellhead with the lateral pipe and is intended to accommodate differential settlement in
the vicinity of each well.
Civil & Environmental Consultants, Inc. _g_ Landfill Gas Master Plan
December 2018

3.3.3 LFG Piping
The GCCS piping will consist of HDPE pipe. GCCS piping has been sized to handle the
maximum LFG flowrate expected from the areas that warrant control over the design life of
the GCCS. The initial GCCS piping will be capable of handling the maximum LFG design
flowrate anticipated during the next several years. As landfilling operations progress and LFG
production rates increase, the initial piping may be replaced with larger diameter piping or
additional GCCS piping installed, as necessary. The GCCS piping will include blind flanges
to connect future LFG extraction components.
In order to promote positive drainage of condensate to collection points, the minimum slope
for the LFG collection piping inside the waste footprint will be 3 percent or greater. The
minimum slope of piping installed outside of the waste footprint will be 0.5 percent.
3.3.4 Blower/Flare Requirements
Based on the current in -place waste volume and predicted LFG recovery rate, the initial
blower flare station will be adequate for the foreseeable future. As the GCCS expands and
recovery rates approach 2,500 scfm, a blower/flare upgrade will be required.
Civil & Environmental Consultants, Inc. -9- Landfill Gas Master Plan
December 2018

APPENDICES

landgem-v302.xls
12/3/2018
0 �� LandGEM
UspkoffieeofRe�alhend!Elapment Landfill Gas Emissions Model
Version 3.02
U.S. Einironniental Protection Agency
T41 Office of Research and Development
National Risk Management Research Laboratory (NRMRL)
and
Clean Air Technology Center (CATC)
Research Triangle Park, North Carolina
May 2006
Summary Report
Landfill Name or Identifier: Anson County MSW Landfill
Date: Monday, December 3, 2018
Description/Comments:
Anson County Landfill Phase 5 Permit to Construct Application
About LandGEM:
First -Order Decomposition Rate Equation:1:kL
Qc�4 � 10 ' ' 1
Where a=1 j=0.1
QcHa = annual methane generation in the year of the calculation (m 3/year)
i = 1-year time increment M; = mass of waste accepted in the ith year (Mg)
n = (year of the calculation) - (initial year of waste acceptance) t;l = age of the jth section of waste mass M; accepted in the ith year
j = 0.1-year time increment (decimal years, e.g., 3.2 years)
k = methane generation rate (year-' )
Lo = potential methane generation capacity (m 3/Mg )
LandGEM is based on a first -order decomposition rate equation for quantifying emissions from the decomposition of landfilled waste in
municipal solid waste (MSW) landfills. The software provides a relatively simple approach to estimating landfill gas emissions. Model defaults
are based on empirical data from U.S. landfills. Field test data can also be used in place of model defaults when available. Further guidance on
EPA test methods, Clean Air Act (CAA) regulations, and other guidance regarding landfill gas emissions and control technology requirements
can be found at http://www.epa.gov/ttnatwOl/landfill/landflpg.html.
LandGEM is considered a screening tool — the better the input data, the better the estimates. Often, there are limitations with the available data
regarding waste quantity and composition, variation in design and operating practices over time, and changes occurring over time that impact
the emissions potential. Changes to landfill operation, such as operating under wet conditions through leachate recirculation or other liquid
additions, will result in generating more gas at a faster rate. Defaults for estimating emissions for this type of operation are being developed to
include in LandGEM along with defaults for convential landfills (no leachate or liquid additions) for developing emission inventories and
determining CAA applicability. Refer to the Web site identified above for future updates.
REPORT-1

landgem-v302.xls
12/3/2018
Inout Review
LANDFILL CHARACTERISTICS
Landfill Open Year
2001
Landfill Closure Year (with 80-year limit)
2035
Actual Closure Year (without limit)
2035
Have Model Calculate Closure Year?
No
Waste Design Capacity
short tons
MODEL PARAMETERS
Methane Generation Rate, k
0.050
year"'
Potential Methane Generation Capacity, L.
170
m3/Mg
NMOC Concentration
4,000
ppmv as hexane
Methane Content
50
% by volume
GASES / POLLUTANTS SELECTED
Gas / Pollutant #1: Total landfill gas
Gas / Pollutant #2: Methane
Gas / Pollutant #3: Carbon dioxide
Gas / Pollutant #4: NMOC
WASTE ACCEPTANCE RATES
Year
Waste Accepted
Waste -In -Place
M / ear
short tons/year
M
short tons
2001
215,073
236,580
0
0
2002
215,073
236,580
215,073
236,580
2003
215,073
236,580
430,145
473,160
2004
215,073
236,580
645,218
709,740
2005
215,073
236,580
860,291
946,320
2006
215,073
236,580
1,075,364
1,182,900
2007
245,820
270,402
1,290,436
1,419,480
2008
250,736
275,810
1,536,256
1,689,882
2009
255,755
281,330
1,786,993
1,965,692
2010
260,865
286,952
2,042,747
2,247,022
2011
266,083
292,691
2,303,613
2,533,974
2012
271,405
298,545
2,569,695
2,826,665
2013
276,833
304,516
2,841,100
3,125,210
2014
282,369
310,606
3,117,933
3,429,726
2015
288,016
316,818
3,400,302
3,740,332
2016
293,777
323,155
3,688,318
4,057,150
2017
299,653
329,618
3,982,095
4,380,305
2018
305,645
336,210
4,281,748
4,709,923
2019
311,766
342,943
4,587,394
5,046,133
2020
995,455
1,095,000
4,899,160
5,389,076
2021
1,015,364
1,116,900
5,894,615
6,484,076
2022
1,035,671
1,139,238
6,909,978
7,600,976
2023
1,056,384
1,162,023
7,945,649
8,740,214
2024
1,077,512
1,185,263
9,002,033
9,902,237
2025
1,099,062
1,208,968
10,079,545
11,087,500
2026
1,121,043
1,233,148
11,178,608
12,296,468
2027
1,143,464
1,257,811
12,299,651
13,529,616
2028
1,166,334
1,282,967
13,443,116
14,787,427
2029
1,189,660
1,308,626
14,609,449
16,070,394
2030
1,213,454
1,334,799
15,799,110
17,379,020
2031
1,237,723
1,361,495
17,012,563
18,713,819
2032
1,262,477
1,388,725
18,250,286
20,075,314
2033
1,287,727
1,416,499
19,512,763
21,464,039
2034
1,313,481
1,444,829
20,800,489
22,880,538
2035
1,339,751
1,473,726
22,113,970
24,325,368
2036
0
0
23,453,721
25,799,093
2037
0
0
23,453,721
25,799,093
2038
0
0
23,453,721
25,799,093
2039
0
0
23,453,721
25,799,093
2040
0
01
23,453,721
25,799,093
REPORT-2

landgem-v302.xls
WASTE ACCEPTANCE RATES (Continued)
12/3/2018
Year
Waste Accepted
Waste -In -Place
Mg/year
short tons/year
M)
(short tons
2041
0
0
23,453,721
25,799,093
2042
0
0
23,453,721
25,799,093
2043
0
0
23,453,721
25,799,093
2044
0
0
23,453,721
25,799,093
2045
0
0
23,453,721
25,799,093
2046
0
0
23,453,721
25,799,093
2047
0
0
23,453,721
25,799,093
2048
0
0
23,453,721
25,799,093
2049
0
0
23,453,721
25,799,093
2050
0
0
23,453,721
25,799,093
2051
0
0
23,453,721
25,799,093
2052
0
0
23,453,721
25,799,093
2053
0
0
23,453,721
25,799,093
2054
0
0
23,453,721
25,799,093
2055
0
0
23,453,721
25,799,093
2056
0
0
23,453,721
25,799,093
2057
0
0
23,453,721
25,799,093
2058
0
0
23,453,721
25,799,093
2059
0
0
23,453,721
25,799,093
2060
0
0
23,453,721
25,799,093
2061
0
0
23,453,721
25,799,093
2062
0
0
23,453,721
25,799,093
2063
0
0
23,453,721
25,799,093
2064
0
0
23,453,721
25,799,093
2065
0
0
23,453,721
25,799,093
2066
0
0
23,453,721
25,799,093
2067
0
0
23,453,721
25,799,093
2068
0
0
23,453,721
25,799,093
2069
0
0
23,453,721
25,799,093
2070
0
0
23,453,721
25,799,093
2071
0
0
23,453,721
25,799,093
2072
0
0
23,453,721
25,799,093
2073
0
0
23,453,721
25,799,093
2074
0
0
23,453,721
25,799,093
2075
0
0
23,453,721
25,799,093
2076
0
0
23,453,721
25,799,093
2077
0
0
23,453,721
25,799,093
2078
0
0
23,453,721
25,799,093
2079
0
0
23,453,721
25,799,093
2080
0
0
23,453,721
25,799,093
REPORT-3

landgem-v302.xls
12/3/2018
Pollutant Parameters
Gas / Pollutant Default Parameters: User -specified Pollutant Parameters:
Concentration
Concentration
Compound
(ppmv)
Molecular Weight
(ppmv)
Molecular Weight
Total landfill gas
0.00
N
Methane
16.04
f6
Carbon dioxide
44.01
NMOC
86.18
4,000
1,1,1-Trichloroethane
(methyl chloroform) -
HAP
0.48
133.41
1,1,2,2-
Tetrachloroethane -
HAP/VOC
1.1
167.85
1,1-Dichloroethane
(ethylidene dichloride) -
HAP/VOC
2.4
98.97
1,1-Dichloroethene
(vinylidene chloride) -
HAP/VOC
0.20
96.94
1,2-Dichloroethane
(ethylene dichloride) -
HAP/VOC
0.41
98.96
1,2-Dichloropropane
(propylene dichloride) -
HAP/VOC
0.18
112.99
2-Propanol (isopropyl
alcohol) - VOC
50
60.11
Acetone
7.0
58.08
Acrylonitrile - HAP/VOC
6.3
53.06
Benzene - No or
Unknown Co -disposal -
HAP/VOC
1.9
78.11
Benzene - Co -disposal -
N
HAP/VOC
11
78.11
Bromodichloromethane -
VOC
3.1
163.83
c
Butane - VOC
5.0
58.12
a.
Carbon disulfide -
HAP/VOC
0.58
76.13
Carbon monoxide
140
28.01
Carbon tetrachloride -
HAP/VOC
4.0E-03
153.84
Carbonyl sulfide -
HAP/VOC
0.49
60.07
Chlorobenzene -
HAP/VOC
0.25
112.56
Chlorodifluoromethane
1.3
86.47
Chloroethane (ethyl
chloride) - HAP/VOC
1.3
64.52
Chloroform - HAP/VOC
0.03
119.39
Chloromethane - VOC
1.2
50.49
Dichlorobenzene - (HAP
for para isomer/VOC)
0.21
147
Dichlorodifluoromethane
16
120.91
Dichlorofluoromethane -
VOC
2.6
102.92
Dichloromethane
(methylene chloride) -
HAP
14
84.94
Dimethyl sulfide (methyl
sulfide) - VOC
7.8
62.13
Ethane
890
30.07
Ethanol - VOC
27
46.08
REPORT-4

landgem-v302.xls
12/3/2018
Pollutant Parameters (Continued)
Gas / Pollutant Default Parameters: User -specified Pollutant Parameters:
Compound
Concentration
(ppmv)
Molecular Weight
Concentration
(ppmv)
Molecular Weight
Ethyl mercaptan
(ethanethiol) - VOC
2.3
62.13
Ethylbenzene -
HAP/VOC
4.6
106.16
Ethylene dibromide -
HAP/VOC
1.0E-03
187.88
Fluorotrichloromethane -
VOC
0.76
137.38
Hexane - HAP/VOC
6.6
86.18
Hydrogen sulfide
36
34.08
Mercury (total) - HAP
2.9E-04
200.61
Methyl ethyl ketone -
HAP/VOC
Methyl isobutyl ketone -
HAP/VOC
7.1
72.11
100.16
1.9
Methyl mercaptan - VOC
2.5
48.11
Pentane - VOC
3.3
72.15
Perch loroethylene
(tetrachloroethylene) -
HAP
3.7
165.83
Propane - VOC
11
44.09
t-1,2-Dichloroethene -
VOC
2.8
96.94
Toluene - No or
Unknown Co -disposal -
HAP/VOC
39
92.13
Toluene - Co -disposal -
HAP/VOC
170
92.13
N
c
Trichloroethylene
(trichloroethene) -
HAP/VOC
2.8
131.40
R
o
Vinyl chloride -
HAP/VOC
7.3
62.50
a
Xylenes - HAP/VOC
12
106.16
REPORT-5

landgem-v302.xls
12/3/2018
REPORT-6

landgem-002.xls
12/3/2018
Graphs
3.OVUC*VD
3.000E+05
2.500E+05
C
.y 2.000E+05
1.500E+05
W
1.000E+05
5.000E+04
0.000E+00
Megagrams Per Year
rye. ti0 10 ry0 �O
Year
-Total landfill gas -Methane -Carbon dioxide _NMOC
Cubic Meters Per Year
3.000E+08
2.500E+08
m 2.000E+08
c
0
1.500E+08
W 1.000E+08
5.000E+07
0.000E+00
00^ 006 Off^ 0�6 Off'^
6
IO�6 Off^ 0�6 O�� O�6 Ohl Oh6 OrO� 0�06 O�� 0�
ti ti ti ti ti ti ti ti ti ti ti ti ti ti ti
Year
-Total landfill gas -Methane -Carbon dioxide -NMOC
User -specified Unit (units shown in legend below)
1.800E+04
1.600E+04
1.400E+04
a 1.200E+04
c
4 1.000E+04
N
8.000E+03
W 6.000E+03
4.000E+03
2.000E+03
0.000E+00
00� 006 O^^ O^6 Off'^ O�6 03^ 036 O�� O�6 Oyu Oy6 OrO^ OrO6 Off^ 0�6
ti ti ti ti ti ti ti ti ti ti ti ti ti ti ti ti
Year
Total landfill gas (av ft^3/min) -Methane (av ft^3/min)
-Carbon dioxide (av ft^3/min) _NMOC (av ft^3/min)
REPORT-7

landgem-v302.xls
12/3/2018
Results
Total landfill gas
Methane
Year
Mg/year)
(m 3/year)
av ft^3/min)
(Mg/year
(m 3/year)
(av ft^3/min
2001
0
0
0
0
0
0
2002
4.465E+03
3.575E+06
2.402E+02
1.193E+03
1.788E+06
1.201 E+02
2003
8.712E+03
6.976E+06
4.687E+02
2.327E+03
3.488E+06
2.344E+02
2004
1.275E+04
1.021 E+07
6.861 E+02
3.406E+03
5.106E+06
3.430E+02
2005
1.659E+04
1.329E+07
8.928E+02
4.433E+03
6.644E+06
4.464E+02
2006
2.025E+04
1.622E+07
1.090E+03
5.409E+03
8.108E+06
5.448E+02
2007
2.373E+04
1.900E+07
1.277E+03
6.338E+03
9.500E+06
6.383E+02
2008
2.767E+04
2.216E+07
1.489E+03
7.392E+03
1.108E+07
7.445E+02
2009
3.153E+04
2.525E+07
1.696E+03
8.422E+03
1.262E+07
8.482E+02
2010
3.530E+04
2.827E+07
1.899E+03
9.429E+03
1.413E+07
9.496E+02
2011
3.899E+04
3.123E+07
2.098E+03
1.042E+04
1.561 E+07
1.049E+03
2012
4.262E+04
3.413E+07
2.293E+03
1.138E+04
1.706E+07
1.146E+03
2013
4.617E+04
3.697E+07
2.484E+03
1.233E+04
1.849E+07
1.242E+03
2014
4.967E+04
3.977E+07
2.672E+03
1.327E+04
1.989E+07
1.336E+03
2015
5.311 E+04
4.253E+07
2.857E+03
1.419E+04
2.126E+07
1.429E+03
2016
5.650E+04
4.524E+07
3.040E+03
1.509E+04
2.262E+07
1.520E+03
2017
5.984E+04
4.792E+07
3.220E+03
1.598E+04
2.396E+07
1.610E+03
2018
6.314E+04
5.056E+07
3.397E+03
1.687E+04
2.528E+07
1.699E+03
2019
6.641 E+04
5.318E+07
3.573E+03
1.774E+04
2.659E+07
1.786E+03
2020
6.964E+04
5.577E+07
3.747E+03
1.860E+04
2.788E+07
1.873E+03
2021
8.691 E+04
6.959E+07
4.676E+03
2.321 E+04
3.480E+07
2.338E+03
2022
1.038E+05
8.308E+07
5.582E+03
2.771 E+04
4.154E+07
2.791 E+03
2023
1.202E+05
9.624E+07
6.467E+03
3.210E+04
4.812E+07
3.233E+03
2024
1.363E+05
1.091 E+08
7.331 E+03
3.640E+04
5.456E+07
3.666E+03
2025
1.520E+05
1.217E+08
8.177E+03
4.060E+04
6.085E+07
4.089E+03
2026
1.674E+05
1.340E+08
9.006E+03
4.471 E+04
6.702E+07
4.503E+03
2027
1.825E+05
1.461 E+08
9.819E+03
4.875E+04
7.307E+07
4.909E+03
2028
1.973E+05
1.580E+08
1.062E+04
5.271 E+04
7.901 E+07
5.309E+03
2029
2.119E+05
1.697E+08
1.140E+04
5.661 E+04
8.485E+07
5.701 E+03
2030
2.263E+05
1.812E+08
1.217E+04
6.044E+04
9.060E+07
6.087E+03
2031
2.404E+05
1.925E+08
1.294E+04
6.422E+04
9.627E+07
6.468E+03
2032
2.544E+05
2.037E+08
1.369E+04
6.795E+04
1.019E+08
6.844E+03
2033
2.682E+05
2.148E+08
1.443E+04
7.164E+04
1.074E+08
7.215E+03
2034
2.819E+05
2.257E+08
1.516E+04
7.529E+04
1.129E+08
7.582E+03
2035
2.954E+05
2.365E+08
1.589E+04
7.890E+04
1.183E+08
7.946E+03
2036
3.088E+05
2.473E+08
1.661 E+04
8.248E+04
1.236E+08
8.307E+03
2037
2.937E+05
2.352E+08
1.580E+04
7.846E+04
1.176E+08
7.902E+03
2038
2.794E+05
2.237E+08
1.503E+04
7.463E+04
1.119E+08
7.516E+03
2039
2.658E+05
2.128E+08
1.430E+04
7.099E+04
1.064E+08
7.150E+03
2040
2.528E+05
2.024E+08
1.360E+04
6.753E+04
1.012E+08
6.801 E+03
2041
2.405E+05
1.926E+08
1.294E+04
6.424E+04
9.628E+07
6.469E+03
2042
2.288E+05
1.832E+08
1.231 E+04
6.110E+04
9.159E+07
6.154E+03
2043
2.176E+05
1.742E+08
1.171E+04
5.812E+04
8.712E+07
5.854E+03
2044
2.070E+05
1.657E+08
1.114E+04
5.529E+04
8.287E+07
5.568E+03
2045
1.969E+05
1.577E+08
1.059E+04
5.259E+04
7.883E+07
5.297E+03
2046
1.873E+05
1.500E+08
1.008E+04
5.003E+04
7.499E+07
5.038E+03
2047
1.782E+05
1.427E+08
9.585E+03
4.759E+04
7.133E+07
4.793E+03
2048
1.695E+05
1.357E+08
9.118E+03
4.527E+04
6.785E+07
4.559E+03
2049
1.612E+05
1.291E+08
8.673E+03
4.306E+04
6.454E+07
4.337E+03
2050
1.533E+05
1.228E+08
8.250E+03
4.096E+04
6.139E+07
4.125E+03
REPORT-8

landgem-v302.xls
12/3/2018
Results (Continued)
Total landfill gas
Methane
Year
Mg/year
(m 3/year)
(av ft^3/min)
(Mg/year
(m 3/year)
(av ft^3/min)
2051
1.459E+05
1.168E+08
7.848E+03
3.896E+04
5.840E+07
3.924E+03
2052
1.387E+05
1.111E+08
7.465E+03
3.706E+04
5.555E+07
3.732E+03
2053
1.320E+05
1.057E+08
7.101 E+03
3.525E+04
5.284E+07
3.550E+03
2054
1.255E+05
1.005E+08
6.755E+03
3.353E+04
5.026E+07
3.377E+03
2055
1.194E+05
9.563E+07
6.425E+03
3.190E+04
4.781 E+07
3.213E+03
2056
1.136E+05
9.096E+07
6.112E+03
3.034E+04
4.548E+07
3.056E+03
2057
1.081 E+05
8.653E+07
5.814E+03
2.886E+04
4.326E+07
2.907E+03
2058
1.028E+05
8.231 E+07
5.530E+03
2.746E+04
4.115E+07
2.765E+03
2059
9.777E+04
7.829E+07
5.260E+03
2.612E+04
3.915E+07
2.630E+03
2060
9.301 E+04
7.447E+07
5.004E+03
2.484E+04
3.724E+07
2.502E+03
2061
8.847E+04
7.084E+07
4.760E+03
2.363E+04
3.542E+07
2.380E+03
2062
8.415E+04
6.739E+07
4.528E+03
2.248E+04
3.369E+07
2.264E+03
2063
8.005E+04
6.410E+07
4.307E+03
2.138E+04
3.205E+07
2.153E+03
2064
7.615E+04
6.097E+07
4.097E+03
2.034E+04
3.049E+07
2.048E+03
2065
7.243E+04
5.800E+07
3.897E+03
1.935E+04
2.900E+07
1.949E+03
2066
6.890E+04
5.517E+07
3.707E+03
1.840E+04
2.759E+07
1.854E+03
2067
6.554E+04
5.248E+07
3.526E+03
1.751 E+04
2.624E+07
1.763E+03
2068
6.234E+04
4.992E+07
3.354E+03
1.665E+04
2.496E+07
1.677E+03
2069
5.930E+04
4.749E+07
3.191 E+03
1.584E+04
2.374E+07
1.595E+03
2070
5.641 E+04
4.517E+07
3.035E+03
1.507E+04
2.259E+07
1.518E+03
2071
5.366E+04
4.297E+07
2.887E+03
1.433E+04
2.148E+07
1.444E+03
2072
5.104E+04
4.087E+07
2.746E+03
1.363E+04
2.044E+07
1.373E+03
2073
4.855E+04
3.888E+07
2.612E+03
1.297E+04
1.944E+07
1.306E+03
2074
4.619E+04
3.698E+07
2.485E+03
1.234E+04
1.849E+07
1.242E+03
2075
4.393E+04
3.518E+07
2.364E+03
1.173E+04
1.759E+07
1.182E+03
2076
4.179E+04
3.346E+07
2.248E+03
1.116E+04
1.673E+07
1.124E+03
2077
3.975E+04
3.183E+07
2.139E+03
1.062E+04
1.592E+07
1.069E+03
2078
3.781 E+04
3.028E+07
2.034E+03
1.010E+04
1.514E+07
1.017E+03
2079
3.597E+04
2.880E+07
1.935E+03
9.608E+03
1.440E+07
9.676E+02
2080
3.421 E+04
2.740E+07
1.841 E+03
9.139E+03
1.370E+07
9.204E+02
2081
3.255E+04
2.606E+07
1.751 E+03
8.693E+03
1.303E+07
8.755E+02
2082
3.096E+04
2.479E+07
1.666E+03
8.269E+03
1.240E+07
8.328E+02
2083
2.945E+04
2.358E+07
1.584E+03
7.866E+03
1.179E+07
7.922E+02
2084
2.801 E+04
2.243E+07
1.507E+03
7.482E+03
1.122E+07
7.536E+02
2085
2.665E+04
2.134E+07
1.434E+03
7.118E+03
1.067E+07
7.168E+02
2086
2.535E+04
2.030E+07
1.364E+03
6.770E+03
1.015E+07
6.819E+02
2087
2.411 E+04
1.931 E+07
1.297E+03
6.440E+03
9.653E+06
6.486E+02
2088
2.293E+04
1.837E+07
1.234E+03
6.126E+03
9.183E+06
6.170E+02
2089
2.182E+04
1.747E+07
1.174E+03
5.827E+03
8.735E+06
5.869E+02
2090
2.075E+04
1.662E+07
1.117E+03
5.543E+03
8.309E+06
5.583E+02
2091
1.974E+04
1.581E+07
1.062E+03
5.273E+03
7.904E+06
5.310E+02
2092
1.878E+04
1.504E+07
1.010E+03
5.016E+03
7.518E+06
5.051 E+02
2093
1.786E+04
1.430E+07
9.610E+02
4.771 E+03
7.151 E+06
4.805E+02
2094
1.699E+04
1.361E+07
9.141 E+02
4.538E+03
6.803E+06
4.571 E+02
2095
1.616E+04
1.294E+07
8.696E+02
4.317E+03
6.471 E+06
4.348E+02
2096
1.537E+04
1.231 E+07
8.271 E+02
4.106E+03
6.155E+06
4.136E+02
2097
1.462E+04
1.171E+07
7.868E+02
3.906E+03
5.855E+06
3.934E+02
2098
1.391 E+04
1.114E+07
7.484E+02
3.716E+03
5.570E+06
3.742E+02
2099
1.323E+04
1.060E+07
7.119E+02
3.534E+03
5.298E+06
3.560E+02
2100
1.259E+04
1.008E+07
6.772E+02
3.362E+03
5.040E+06
3.386E+02
2101
1.197E+04
9.587E+06
6.442E+02
3.198E+03
4.794E+06
3.221 E+02
REPORT-9

landgem-v302.xls
12/3/2018
Results (Continued)
Total landfill gas
Methane
Year
M / ear
(m 3/year)
av ft^3/min
M / ear
(m 3/year)
(av ft^3/min
2102
1.139E+04
9.120E+06
6.128E+02
3.042E+03
4.560E+06
3.064E+02
2103
1.083E+04
8.675E+06
5.829E+02
2.894E+03
4.338E+06
2.914E+02
2104
1.031 E+04
8.252E+06
5.545E+02
2.753E+03
4.126E+06
2.772E+02
2105
9.803E+03
7.850E+06
5.274E+02
2.618E+03
3.925E+06
2.637E+02
2106
9.325E+03
7.467E+06
5.017E+02
2.491 E+03
3.733E+06
2.508E+02
2107
8.870E+03
7.103E+06
4.772E+02
2.369E+03
3.551 E+06
2.386E+02
2108
8.437E+03
6.756E+06
4.539E+02
2.254E+03
3.378E+06
2.270E+02
2109
8.026E+03
6.427E+06
4.318E+02
2.144E+03
3.213E+06
2.159E+02
2110
7.634E+03
6.113E+06
4.107E+02
2.039E+03
3.057E+06
2.054E+02
2111
7.262E+03
5.815E+06
3.907E+02
1.940E+03
2.908E+06
1.954E+02
2112
6.908E+03
5.531 E+06
3.717E+02
1.845E+03
2.766E+06
1.858E+02
2113
6.571 E+03
5.262E+06
3.535E+02
1.755E+03
2.631 E+06
1.768E+02
2114
6.250E+03
5.005E+06
3.363E+02
1.670E+03
2.503E+06
1.681 E+02
2115
5.946E+03
4.761 E+06
3.199E+02
1.588E+03
2.380E+06
1.599E+02
2116
5.656E+03
4.529E+06
3.043E+02
1.511 E+03
2.264E+06
1.521 E+02
2117
5.380E+03
4.308E+06
2.894E+02
1.437E+03
2.154E+06
1.447E+02
2118
5.117E+03
4.098E+06
2.753E+02
1.367E+03
2.049E+06
1.377E+02
2119
4.868E+03
3.898E+06
2.619E+02
1.300E+03
1.949E+06
1.310E+02
2120
4.630E+03
3.708E+06
2.491 E+02
1.237E+03
1.854E+06
1.246E+02
2121
4.405E+03
3.527E+06
2.370E+02
1.177E+03
1.764E+06
1.185E+02
2122
4.190E+03
3.355E+06
2.254E+02
1.119E+03
1.678E+06
1.127E+02
2123
3.985E+03
3.191 E+06
2.144E+02
1.065E+03
1.596E+06
1.072E+02
2124
3.791 E+03
3.036E+06
2.040E+02
1.013E+03
1.518E+06
1.020E+02
2125
3.606E+03
2.888E+06
1.940E+02
9.633E+02
1.444E+06
9.701E+01
2126
3.430E+03
2.747E+06
1.846E+02
9.163E+02
1.373E+06
9.228E+01
2127
3.263E+03
2.613E+06
1.756E+02
8.716E+02
1.306E+06
8.778E+01
2128
3.104E+03
2.485E+06
1.670E+02
8.291 E+02
1.243E+06
8.350E+01
2129
2.953E+03
2.364E+06
1.589E+02
7.886E+02
1.182E+06
7.943E+01
2130
2.809E+03
2.249E+06
1.511 E+02
7.502E+02
1.124E+06
7.555E+01
2131
2.672E+03
2.139E+06
1.437E+02
7.136E+02
1.070E+06
7.187E+01
2132
2.541 E+03
2.035E+06
1.367E+02
6.788E+02
1.017E+06
6.836E+01
2133
2.417E+03
1.936E+06
1.301 E+02
6.457E+02
9.678E+05
6.503E+01
2134
2.299E+03
1.841 E+06
1.237E+02
6.142E+02
9.206E+05
6.186E+01
2135
2.187E+03
1.751E+06
1.177E+02
5.842E+02
8.757E+05
5.884E+01
2136
2.081 E+03
1.666E+06
1.119E+02
5.558E+02
8.330E+05
5.597E+01
2137
1.979E+03
1.585E+06
1.065E+02
5.286E+02
7.924E+05
5.324E+01
2138
1.883E+03
1.508E+06
1.013E+02
5.029E+02
7.538E+05
5.064E+01
2139
1.791 E+03
1.434E+06
9.635E+01
4.783E+02
7.170E+05
4.817E+01
2140
1.703E+03
1.364E+06
9.165E+01
4.550E+02
6.820E+05
4.583E+01
121411
1.620E+03
I 1.298E+06
I 8.718E+01
I 4.328E+02
I 6.488E+05
I 4.359E+01
REPORT-10

landgem-v302.xls
12/3/2018
Results (Continued)
Year
Carbon dioxide
NMOC
(Mg/year)
(m 3/year)
(av ft^3/min)
(Mg/year
(m 3/year)
(av ft^3/min)
2001
0
0
0
0
0
0
2002
3.272E+03
1.788E+06
1.201 E+02
5.126E+01
1.430E+04
9.609E-01
2003
6.385E+03
3.488E+06
2.344E+02
1.000E+02
2.790E+04
1.875E+00
2004
9.346E+03
5.106E+06
3.430E+02
1.464E+02
4.084E+04
2.744E+00
2005
1.216E+04
6.644E+06
4.464E+02
1.905E+02
5.315E+04
3.571 E+00
2006
1.484E+04
8.108E+06
5.448E+02
2.325E+02
6.486E+04
4.358E+00
2007
1.739E+04
9.500E+06
6.383E+02
2.724E+02
7.600E+04
5.106E+00
2008
2.028E+04
1.108E+07
7.445E+02
3.177E+02
8.864E+04
5.956E+00
2009
2.311 E+04
1.262E+07
8.482E+02
3.620E+02
1.010E+05
6.785E+00
2010
2.587E+04
1.413E+07
9.496E+02
4.053E+02
1.131E+05
7.597E+00
2011
2.858E+04
1.561E+07
1.049E+03
4.477E+02
1.249E+05
8.392E+00
2012
3.123E+04
1.706E+07
1.146E+03
4.893E+02
1.365E+05
9.172E+00
2013
3.384E+04
1.849E+07
1.242E+03
5.301 E+02
1.479E+05
9.937E+00
2014
3.640E+04
1.989E+07
1.336E+03
5.702E+02
1.591 E+05
1.069E+01
2015
3.892E+04
2.126E+07
1.429E+03
6.097E+02
1.701 E+05
1.143E+01
2016
4.141E+04
2.262E+07
1.520E+03
6.486E+02
1.810E+05
1.216E+01
2017
4.386E+04
2.396E+07
1.610E+03
6.870E+02
1.917E+05
1.288E+01
2018
4.628E+04
2.528E+07
1.699E+03
7.249E+02
2.022E+05
1.359E+01
2019
4.867E+04
2.659E+07
1.786E+03
7.624E+02
2.127E+05
1.429E+01
2020
5.104E+04
2.788E+07
1.873E+03
7.996E+02
2.231 E+05
1.499E+01
2021
6.370E+04
3.480E+07
2.338E+03
9.978E+02
2.784E+05
1.870E+01
2022
7.604E+04
4.154E+07
2.791 E+03
1.191E+03
3.323E+05
2.233E+01
2023
8.809E+04
4.812E+07
3.233E+03
1.380E+03
3.850E+05
2.587E+01
2024
9.986E+04
5.456E+07
3.666E+03
1.564E+03
4.364E+05
2.932E+01
2025
1.114E+05
6.085E+07
4.089E+03
1.745E+03
4.868E+05
3.271E+01
2026
1.227E+05
6.702E+07
4.503E+03
1.922E+03
5.361 E+05
3.602E+01
2027
1.337E+05
7.307E+07
4.909E+03
2.095E+03
5.845E+05
3.927E+01
2028
1.446E+05
7.901 E+07
5.309E+03
2.266E+03
6.321 E+05
4.247E+01
2029
1.553E+05
8.485E+07
5.701 E+03
2.433E+03
6.788E+05
4.561E+01
2030
1.658E+05
9.060E+07
6.087E+03
2.598E+03
7.248E+05
4.870E+01
2031
1.762E+05
9.627E+07
6.468E+03
2.761 E+03
7.701 E+05
5.174E+01
2032
1.865E+05
1.019E+08
6.844E+03
2.921 E+03
8.149E+05
5.475E+01
2033
1.966E+05
1.074E+08
7.215E+03
3.079E+03
8.591 E+05
5.772E+01
2034
2.066E+05
1.129E+08
7.582E+03
3.236E+03
9.028E+05
6.066E+01
2035
2.165E+05
1.183E+08
7.946E+03
3.391 E+03
9.461 E+05
6.357E+01
2036
2.263E+05
1.236E+08
8.307E+03
3.545E+03
9.891 E+05
6.645E+01
2037
2.153E+05
1.176E+08
7.902E+03
3.372E+03
9.408E+05
6.321E+01
2038
2.048E+05
1.119E+08
7.516E+03
3.208E+03
8.949E+05
6.013E+01
2039
1.948E+05
1.064E+08
7.150E+03
3.051 E+03
8.513E+05
5.720E+01
2040
1.853E+05
1.012E+08
6.801 E+03
2.903E+03
8.098E+05
5.441E+01
2041
1.762E+05
9.628E+07
6.469E+03
2.761 E+03
7.703E+05
5.175E+01
2042
1.677E+05
9.159E+07
6.154E+03
2.626E+03
7.327E+05
4.923E+01
2043
1.595E+05
8.712E+07
5.854E+03
2.498E+03
6.970E+05
4.683E+01
2044
1.517E+05
8.287E+07
5.568E+03
2.376E+03
6.630E+05
4.455E+01
2045
1.443E+05
7.883E+07
5.297E+03
2.261 E+03
6.306E+05
4.237E+01
2046
1.373E+05
7.499E+07
5.038E+03
2.150E+03
5.999E+05
4.031E+01
2047
1.306E+05
7.133E+07
4.793E+03
2.045E+03
5.706E+05
3.834E+01
2048
1.242E+05
6.785E+07
4.559E+03
1.946E+03
5.428E+05
3.647E+01
2049
1.181E+05
6.454E+07
4.337E+03
1.851 E+03
5.163E+05
3.469E+01
2050
1.124E+05
6.139E+07
4.125E+03
1.761 E+03
4.912E+05
3.300E+01
REPORT-11

landgem-v302.xls
12/3/2018
Results (Continued)
Carbon dioxide
NMOC
Year
M / ear
(m 3/year)
av ft^3/min
M / ear
(m 3/year)
(av ft^3/min
2051
1.069E+05
5.840E+07
3.924E+03
1.675E+03
4.672E+05
3.139E+01
2052
1.017E+05
5.555E+07
3.732E+03
1.593E+03
4.444E+05
2.986E+01
2053
9.673E+04
5.284E+07
3.550E+03
1.515E+03
4.227E+05
2.840E+01
2054
9.201 E+04
5.026E+07
3.377E+03
1.441 E+03
4.021 E+05
2.702E+01
2055
8.752E+04
4.781 E+07
3.213E+03
1.371 E+03
3.825E+05
2.570E+01
2056
8.325E+04
4.548E+07
3.056E+03
1.304E+03
3.639E+05
2.445E+01
2057
7.919E+04
4.326E+07
2.907E+03
1.241 E+03
3.461 E+05
2.325E+01
2058
7.533E+04
4.115E+07
2.765E+03
1.180E+03
3.292E+05
2.212E+01
2059
7.166E+04
3.915E+07
2.630E+03
1.123E+03
3.132E+05
2.104E+01
2060
6.816E+04
3.724E+07
2.502E+03
1.068E+03
2.979E+05
2.002E+01
2061
6.484E+04
3.542E+07
2.380E+03
1.016E+03
2.834E+05
1.904E+01
2062
6.168E+04
3.369E+07
2.264E+03
9.662E+02
2.695E+05
1.811 E+01
2063
5.867E+04
3.205E+07
2.153E+03
9.191 E+02
2.564E+05
1.723E+01
2064
5.581 E+04
3.049E+07
2.048E+03
8.742E+02
2.439E+05
1.639E+01
2065
5.309E+04
2.900E+07
1.949E+03
8.316E+02
2.320E+05
1.559E+01
2066
5.050E+04
2.759E+07
1.854E+03
7.910E+02
2.207E+05
1.483E+01
2067
4.803E+04
2.624E+07
1.763E+03
7.525E+02
2.099E+05
1.410E+01
2068
4.569E+04
2.496E+07
1.677E+03
7.158E+02
1.997E+05
1.342E+01
2069
4.346E+04
2.374E+07
1.595E+03
6.809E+02
1.899E+05
1.276E+01
2070
4.134E+04
2.259E+07
1.518E+03
6.477E+02
1.807E+05
1.214E+01
2071
3.933E+04
2.148E+07
1.444E+03
6.161 E+02
1.719E+05
1.155E+01
2072
3.741 E+04
2.044E+07
1.373E+03
5.860E+02
1.635E+05
1.098E+01
2073
3.558E+04
1.944E+07
1.306E+03
5.574E+02
1.555E+05
1.045E+01
2074
3.385E+04
1.849E+07
1.242E+03
5.303E+02
1.479E+05
9.940E+00
2075
3.220E+04
1.759E+07
1.182E+03
5.044E+02
1.407E+05
9.455E+00
2076
3.063E+04
1.673E+07
1.124E+03
4.798E+02
1.339E+05
8.994E+00
2077
2.913E+04
1.592E+07
1.069E+03
4.564E+02
1.273E+05
8.555E+00
2078
2.771 E+04
1.514E+07
1.017E+03
4.341 E+02
1.211 E+05
8.138E+00
2079
2.636E+04
1.440E+07
9.676E+02
4.130E+02
1.152E+05
7.741 E+00
2080
2.508E+04
1.370E+07
9.204E+02
3.928E+02
1.096E+05
7.363E+00
2081
2.385E+04
1.303E+07
8.755E+02
3.737E+02
1.042E+05
7.004E+00
2082
2.269E+04
1.240E+07
8.328E+02
3.554E+02
9.916E+04
6.663E+00
2083
2.158E+04
1.179E+07
7.922E+02
3.381 E+02
9.433E+04
6.338E+00
2084
2.053E+04
1.122E+07
7.536E+02
3.216E+02
8.973E+04
6.029E+00
2085
1.953E+04
1.067E+07
7.168E+02
3.059E+02
8.535E+04
5.735E+00
2086
1.858E+04
1.015E+07
6.819E+02
2.910E+02
8.119E+04
5.455E+00
2087
1.767E+04
9.653E+06
6.486E+02
2.768E+02
7.723E+04
5.189E+00
2088
1.681 E+04
9.183E+06
6.170E+02
2.633E+02
7.346E+04
4.936E+00
2089
1.599E+04
8.735E+06
5.869E+02
2.505E+02
6.988E+04
4.695E+00
2090
1.521 E+04
8.309E+06
5.583E+02
2.383E+02
6.647E+04
4.466E+00
2091
1.447E+04
7.904E+06
5.310E+02
2.266E+02
6.323E+04
4.248E+00
2092
1.376E+04
7.518E+06
5.051 E+02
2.156E+02
6.014E+04
4.041 E+00
2093
1.309E+04
7.151 E+06
4.805E+02
2.051 E+02
5.721 E+04
3.844E+00
2094
1.245E+04
6.803E+06
4.571 E+02
1.951 E+02
5.442E+04
3.657E+00
2095
1.184E+04
6.471 E+06
4.348E+02
1.856E+02
5.177E+04
3.478E+00
2096
1.127E+04
6.155E+06
4.136E+02
1.765E+02
4.924E+04
3.309E+00
2097
1.072E+04
5.855E+06
3.934E+02
1.679E+02
4.684E+04
3.147E+00
2098
1.020E+04
5.570E+06
3.742E+02
1.597E+02
4.456E+04
2.994E+00
2099
9.698E+03
5.298E+06
3.560E+02
1.519E+02
4.238E+04
2.848E+00
2100
9.225E+03
5.040E+06
3.386E+02
1.445E+02
4.032E+04
2.709E+00
2101
8.775E+03
4.794E+06
3.221 E+02
1.375E+02
3.835E+04
2.577E+00
REPORT - 12

landgem-v302.xls
12/3/2018
Results (Continued)
Carbon dioxide
NMOC
Year
(Mg/year)
(m 3/year)
(av ft^3/min)
(Mg/year
(m 3/year)
(av ft^3/min)
2102
8.347E+03
4.560E+06
3.064E+02
1.308E+02
3.648E+04
2.451 E+00
2103
7.940E+03
4.338E+06
2.914E+02
1.244E+02
3.470E+04
2.332E+00
2104
7.553E+03
4.126E+06
2.772E+02
1.183E+02
3.301 E+04
2.218E+00
2105
7.184E+03
3.925E+06
2.637E+02
1.125E+02
3.140E+04
2.110E+00
2106
6.834E+03
3.733E+06
2.508E+02
1.071 E+02
2.987E+04
2.007E+00
2107
6.501 E+03
3.551 E+06
2.386E+02
1.018E+02
2.841 E+04
1.909E+00
2108
6.184E+03
3.378E+06
2.270E+02
9.687E+01
2.702E+04
1.816E+00
2109
5.882E+03
3.213E+06
2.159E+02
9.214E+01
2.571 E+04
1.727E+00
2110
5.595E+03
3.057E+06
2.054E+02
8.765E+01
2.445E+04
1.643E+00
2111
5.322E+03
2.908E+06
1.954E+02
8.338E+01
2.326E+04
1.563E+00
2112
5.063E+03
2.766E+06
1.858E+02
7.931E+01
2.213E+04
1.487E+00
2113
4.816E+03
2.631 E+06
1.768E+02
7.544E+01
2.105E+04
1.414E+00
2114
4.581 E+03
2.503E+06
1.681 E+02
7.176E+01
2.002E+04
1.345E+00
2115
4.357E+03
2.380E+06
1.599E+02
6.826E+01
1.904E+04
1.280E+00
2116
4.145E+03
2.264E+06
1.521 E+02
6.493E+01
1.812E+04
1.217E+00
2117
3.943E+03
2.154E+06
1.447E+02
6.177E+01
1.723E+04
1.158E+00
2118
3.751 E+03
2.049E+06
1.377E+02
5.875E+01
1.639E+04
1.101E+00
2119
3.568E+03
1.949E+06
1.310E+02
5.589E+01
1.559E+04
1.048E+00
2120
3.394E+03
1.854E+06
1.246E+02
5.316E+01
1.483E+04
9.965E-01
2121
3.228E+03
1.764E+06
1.185E+02
5.057E+01
1.411 E+04
9.479E-01
2122
3.071 E+03
1.678E+06
1.127E+02
4.810E+01
1.342E+04
9.017E-01
2123
2.921 E+03
1.596E+06
1.072E+02
4.576E+01
1.277E+04
8.577E-01
2124
2.778E+03
1.518E+06
1.020E+02
4.353E+01
1.214E+04
8.159E-01
2125
2.643E+03
1.444E+06
9.701E+01
4.140E+01
1.155E+04
7.761 E-01
2126
2.514E+03
1.373E+06
9.228E+01
3.938E+01
1.099E+04
7.382E-01
2127
2.391 E+03
1.306E+06
8.778E+01
3.746E+01
1.045E+04
7.022E-01
2128
2.275E+03
1.243E+06
8.350E+01
3.564E+01
9.942E+03
6.680E-01
2129
2.164E+03
1.182E+06
7.943E+01
3.390E+01
9.457E+03
6.354E-01
2130
2.058E+03
1.124E+06
7.555E+01
3.224E+01
8.996E+03
6.044E-01
2131
1.958E+03
1.070E+06
7.187E+01
3.067E+01
8.557E+03
5.749E-01
2132
1.862E+03
1.017E+06
6.836E+01
2.918E+01
8.140E+03
5.469E-01
2133
1.772E+03
9.678E+05
6.503E+01
2.775E+01
7.743E+03
5.202E-01
2134
1.685E+03
9.206E+05
6.186E+01
2.640E+01
7.365E+03
4.949E-01
2135
1.603E+03
8.757E+05
5.884E+01
2.511 E+01
7.006E+03
4.707E-01
2136
1.525E+03
8.330E+05
5.597E+01
2.389E+01
6.664E+03
4.478E-01
2137
1.450E+03
7.924E+05
5.324E+01
2.272E+01
6.339E+03
4.259E-01
2138
1.380E+03
7.538E+05
5.064E+01
2.161E+01
6.030E+03
4.052E-01
2139
1.312E+03
7.170E+05
4.817E+01
2.056E+01
5.736E+03
3.854E-01
2140
1.248E+03
6.820E+05
4.583E+01
1.956E+01
5.456E+03
3.666E-01
121411
1.188E+03
I 6.488E+05
I 4.359E+01
I 1.860E+01
I 5.190E+03
I 3.487E-01
REPORT-13

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CE = Collecflon elflclencyesUmaled al IandNl, Uldng Inb account system cowrege, operedon, and cover system materials from Table HH3 of dll6 suDpad. If area by loll corer type Inbrmaflon Is not awllaDle, use default wlue of 0.]5 (CE41n fable HH3 of Mils subpart) for all areas antler acflw Influence of Ure rollecUon system.
+ Tabla I11 s w5ubpan HH oT Part sa—L ndTlll Gas Cal I—W EMkl—!, s
:.f: Rr— Withwlrgnl
aeswa %Collft"W. r dlwf%C1 Cover:�iR
W,-,rrW.,
a weh daily wd Dorm andacma Ras coUa.T:"W,
WM an mMrm"kMSe "IC C"r. Ora 0"13NI CV'
759
-terla W M5 below. aria a e gas mllee W
5:&-PNh a fl-I yail ee of]feet yr thleker 41cl9y a:
M%.
pprovea by me rNevan[agency) armror geomembrane corer sY aria
ve Ras WIWIon
WelFjled C ap t*WOM etrKIMY For laMMIIV
Nwa.yhrPd .we.a$r eolwtl*n emc.n+ry Ta lmfcffilH
EaWi.re.2•G[]..r.3•CE3
•tea .ors -test � ux . as.
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(ia Ert 5 VA. O ..- PP. 2O . •s rrtwarl r ys crt 6W14, �- ]R WM 91 rP w2m p -p, NI61

)N LAN LL
LANDFILL GAS COLLECTION AND CONTROL SYSTEM
1
2
3
4
0
►J
2022 AS -BUILT DRAWINGS
(Section 6.1.7)
POLKTON, NORTH CAROLINA
APRIL 2022
PREPARED FOR
WASTE CONNECTIONS
INDEX TO DRAWINGS
DRAWING TITLE
REVISION NO
DATE
SITE PLAN
0
9-2022
SITE PLAN WITH SURVEY POINTS
0
9-2022
VERTICAL EXTRACTION WELL DETAILS
0
9-2022
TRENCH DETAILS
0
9-2022
REMOTE WELLHEAD DETAILS
0
9-2022
WASTE CONNECTIONS
MISCELLANEOUS DETAILS
0
9-2022
LEACHATE CONNECTION DETAILS
0
9-2022
Connect with the Future
PREPARED BY
Frankliml.n..
Engineers & Consultants, LL.
FRANKLIN ENGINEERS & CONSULTANTS, LLC
2734 SUNRISE BLVD. SUITE 308
PEARLAN D, TEXAS 77584
PROJECT NO: 21-070
CA 14 Q
APPROVED: �� '� , • �S S i / t '�e
F K.
JUENE FRANKLIN, P.E. DATE

A B C D E F G H I J
N10
N �j
M M
u� Ln
A B C D E F G H I J
mmj
m
IL
PIPE —
Null
.35
,
,0 3j0 0
m \
q 0
XW 1 •
LEGEND
2� � EBRI 21°
INSTALLED GAS LINE
�
INSTALLED AIRLINE
0 2A8 ✓O V V o °
PROPOSED AIRLINE A A
�15
INSTALLED 4" FORCEMAIN FM FM FM
INSTALLED 2" FORCEMAIN FM FM FM
EXISTING GAS SYSTEM
TOPOGRAPH CONTOURS
E W -1
INSTALLED EXTRACTION WELL
8 REMOTE EXTRACTION WELL EW_58 �I n I I • ® I
6„`"
mi MIBI
° ° s 5 TRENCH TYPE 2 DETAIL11,1E 5�l`
4 EW-566.,
3
ONLY REQUIRING PUMP EW-1
INSTALLED EXTRACTION WELL
INSTALLED EXTRACTION WELLEW-1
THAT REQUIRED PUMP,
AIRLINE, AND FORCEMAIN LINE
EW-53 � e I
INSTALLED ROAD CROSSING 0
111
REMOTE WELLHEAD EW-51 I
F"-a��`J
INSTALLED BLIND FLANGE
INSTALLED BUTT -CAP �
1=�A �
I I I IIII I 4� 1 E Vim— 5�
■
LL
W
LLI
LL
Ux
W
W
X
O
0
L

L
VI
�1
ANSON SURVEY Final Install
Point Number
Northing
Easting
Point Elevation
Raw Description
8280
458027.2018
1651810.98
343.334
2"Air4"FM End Line 02-17-22
8281
458029.507
1651813.568
344.526
2"Air4"FM T StubUp 2
8282
458041.8411
1651817.287
346.886
2"Air4"FM Isolation Valve
8283
458117.8835
1651862.557
357.286
2"Air4"FM TopPip
8284
458205.5876
1651928.983
354.032
2"Air4"FM T StubUp 2
8285
458250.2688
1651974.26
349.793
2"Air4"FM TopPip
8286
458283.5802
1652004.408
346.338
2"Air4"FM T Lat
8287
458290.0886
1652008.563
346.671
2"Air4"FM T Stub Up
8288
458337.8791
1651932.154
365.442
2"Air2"FM TopPip
8289
458384.9727
1651864.24
383.186
2"Air"2"FM Y I nt
8290
458411.6375
1651770.872
401.131
2"Air2"FM TopPip
8291
458444.6077
1651668.987
399.994
2"Air2"FM TopPip
8292
458467.6757
1651599.63
393.403
2"Air2"FM 90 Stub Up
8293
458540.3259
1651750.116
411.018
2"Air2"FM 90 Stub Up
8294
458457.6254
1651800.891
401.351
2"Air2"FM TopPip
8295
458319.1338
1652022.839
345.988
2"Air4"FM TopPip
8296
458402.5793
1652066.213
344.431
2"Air"4"FM T Int
8297
458377.6873
1652095.715
336.959
2"Air2"FM TopPip
8298
458363.404
1652124.861
329.056
2"Air2"FM 90 Stub Up
8299
458462.5308
1652096.263
344.312
2"Air4"FM TopPip
8300
458526.083
1652131.171
342.491
2"Air"4"FM T Int
8301
458551.9624
1652065.969
358.322
2"Air2"FM TopPip
8302
458575.2909
1652009.659
370.105
2"Air 90 Stub Up
8303
458546.8928
1652141.465
341.353
2"Air"4"FM T I nt
8304
458520.578
1652202.576
326.617
2"Air4"FM T Stub Up
8305
458481.5593
1652272.979
309.796
4"FM TopPip
8306
458462.5923
1652308.538
304.293
4"FM 90 Tiel n TopPip
8307
458588.6825
1652161.763
343.696
2"Air4"FM TopPip
8308
458744.1907
1652214.521
343.127
2"Air4"FM TopPip
8309
458843.2653
1652276.779
349.725
2"Air IsolationValve Sta
8310
458848.4782
1652279.044
349.567
2"Air IsolationValve Sta
8311
458846.808
1652276.9
349.984
2"Air IsolationValve Sta
8312
458853.3658
1652279.242
344.973
2"Air4"FM TopPip
8313
459043.5331
1652404.418
342.481
2"Air4"FM TopPip
8314
459184.2423
1652489.562
343.027
2"Air4"FM TopPip
8315
459239.6175
1652540.377
340.62
2"Air4"FM TopPip
8316
459245.409
1652547.572
342.607
4"FM IsolationValve Sta
8317
459253.076
1652553.228
338.585
2"Air4"FM TopPip
8318
459257.4984
1652552.52
338.554
2"Air4"FM T Stub Up
8319
459261.0843
1652549.074
339.387
2"Air4"FM T TopPip
8320
459285.6828
1652470.367
356.652
2"Air2"FM TopPip
8321
459329.4291
1652391.259
373.884
2"Air2"FM 90 Stub Up
8322
459339.8538
1652499.796
353.415
2"Air4"FM TopPip
8323
459426.8795
1652450.473
362.303
2"Air4"FM TopPip
8324
459508.7965
1652436.357
364.619
2"Air"4"FM T Int
8325
459513.1622
1652379.464
377.508
2"Air2"FM 90 Stub Up
8326
459631.0941
1652430.041
362.221
2"Air4"FM T TopPip
8327
459740.6219
1652432.065
358.444
2"Air4"FM T TopPip
8328
459828.2261
1652409.593
362.804
4"FM T Tieln
8329
459828.2861
1652409.659
362.828
2"Air4"FM
8330
459934.6535
1652409.14
360.092
2"Air4"FM T TopPip
8331
460009.9254
1652419.239
356.96
2"Air4"FM T Stub Up
8332
460040.0167
1652413.237
359.317
2"Air4"FM TopPip
8333
460136.1773
1652407.734
357.419
2"Air4"FM TopPip
8335
460244.1787
1652427.549
351.034
2"Air4"FM TopPip
8340
460309.1231
1652451.902
341.35
2"Air4"FM TopPip
8344
460385.0477
1652473.333
332.064
2"Air4"FM TopPip
8347
460456.0542
1652486.196
326.784
4"FM T Tieln
8348
460450.2508
1652487.505
328.274
2"AirTie] n
8351
458897.7751
1651366.43
367.376
2"Air2"FM End Line
8352
458898.5341
1651366.968
367.063
2"Air2"FM T Stub Up
8356
458952.9432
1651469.86
372.728
2"Air2"FM TopPip
8358
459006.4483
1651585.975
379.284
2"Air2"FM TopPip
8371
459053.4982
1651697.021
384.376
2"Air2"FM TopPip
8375
459081.5083
1651747.469
389.499
2"Air2"FM T Stub Up
8378
459202.8535
1651800.329
394.305
2"Air2"FM TopPip
8383
459314.2632
1651826.31
400.592
2"Air2"FM TopPip
8386
459410.4947
1651843.029
404.328
2"Air2"FM TopPip
8387
459510.8132
1651861.269
403.997
2"Air2"FM TopPip
8389
459622.1688
1651878.544
404.732
2"Air2"FM T Stub Up
8391
459622.8082
1651874.976
405.733
EW-109
8392
459622.3855
1651871.494
406.459
6"90 Stub Up
8399
459532.59171
1651830.588
401.505
6" TopPip
r
J%
L
i
M
Q� "
316 J
mal wvv /
A&& 32 \ C � ------ -
8 REMOTE EXTRACTION WELL
5 vr- i
1 310
G
5 TRENCH TYPE 2 DETAIL
4
n 15 REMOTE WELLHEAD
6 �
qry u 6
j a c 320 c O 314 310 O
Q
10T%%
I1 I dwell
o
EW-51
59 ''I IIIIII
4
n 1
EW-58 o II
N
• s ,N
E W- 5 7 1 -INCH
L
\tiG I
EW-55 EW-566
EW-53
-8347 I
=q8348
r ! 8
ANSON SURVEY Final Install
Point Number
Northing
Easting
Point Elevation
Raw Description
8402
459484.6762
1651803.357
392.467
6" TopPip
8405
459416.3071
1651740.245
368.445
6"x4"Reduced Tieln
8406
459696.4061
1651898.59
408.644
2"Air IsolationValve
8409
459730.5485
1651905.084
405.401
2"Air2"FM TopPip
8413
459782.1616
1651899.188
406.873
2"AirTTM T Stub Up
8429
459789.4945
1651812.438
404.961
2"Air2"FM TopPip
9430
4597911648
1651763.853
397.604
2"Air2"FM TopPip
8431
459789.2236
1651699.017
381.966
2"Air2"FM T Tieln
8432
459962.5281
1651675.872
382.344
2 "Ai r2"FM 90 Stub UpTopPip
8435
460022.543
1651712.537
392.805
2"Air2"FM TopPip
8437
46G097.2324
1651747.966
400.616
2"Air2"FMTTieln
8441
460227.5839
1651666.308
373.919
6"T Stub Up
8445
460227.2796
1651663.241
373.259
6"90 Remote 108
8447
460238.4201
1651673.019
376.267
2"FM T Tiel n
8449
460241.3983
1651674.451
376.548
2"Air T Tieln
8454
460285.3497
1651640.588
365.114
2"Air2"FM TopPip
8456
460285.568
1651638.628
364.945
6" TopPip
8458
460364.9761
1651606.552
354.401
2"Air2"FM 90 Stub Up
9460
4603615.681
1651607,049
355,606
6" T Tieln
8465
460135.8051
1651940.5
413.393
2"Air2"FM Tie In
8470
460063.273
1651921.515
409.923
2"Air2"FM TopPip
8476
459973.813
1651920.293
407.953
2"Air2"FM 90 StubUp
8477
459313.4762
1651898.294
408.188
EW-36R
8483
459125.991
1651972.077
425.947
2"Air2"FM Tieln
8489
459056.9032
1651951.928
423.259
2"Air2"FM TopPip
8490
458978.9867
1651928.085
419.463
2"Air2_"FM T Stub Up
8493
458894.8054
1651895.731
418.575
2"Air2"FM TopPip
8494
458738.5674
1651857.882
413.676
2"90 Stub Up
'\ E 48 EW-4 8331
' \ I. H m`
s I E- 5 0' - e I a 2
GN -INCH \\
E v 49 2BE I-8330 ® TRENCH TYPE 1 DETAIL
I 8431
1840 E W- 6 n
6 TRENCH TYPE 3 DETAIL I -
4
/ 30 'mil
1 VERTICAL EXTRACTION WELL
3
�Da o
SEE NOTE 6 /o
it r ire
EW- )0 EW- 9 s''�
To % 2''Ncy i ISOLATION VALVE DETAIL 13 14
83 EW-26 I /EW-2 6 6
E - 2/ 8358 ��- 2 5 a
8490
t IF
•'�r • • 1 .�7711M " Lg-
0 • ,
NEI
NNI
W0111 , wwmml
r •
�/��♦ �' IIII
IL
n E
„
A
STORAGE AREA
1 A
Ii
5
TP 9 A¢e /
r�
LEGEND
INSTALLED GAS LINE
INSTALLED AIRLINE
A
PROPOSED AIRLINE
INSTALLED 4" FORCEMAIN N1
,°
INSTALLED 2" FORCEMAIN - FM
H,1 H,1
EXISTING GAS SYSTEM
TOPOGRAPH CONTOURS
244
INSTALLED EXTRACTION WELL
�EW-1
ONLY REQUIRING PUMP
INSTALLED EXTRACTION WELL
`W-1
INSTALLED EXTRACTION WELL
EW-1
THAT REQUIRED PUMP,
AIRLINE, AND FORCEMAIN LINE
INSTALLED ROAD CROSSING
0
INSTALLED BLIND FLANGE
INSTALLED BUTT -CAP
INSTALLED ISOLATION VALVE
\
EW-1
EXISTING EXTRACTION WELL
EXISTING ISOLATION VALVE
EXISTING CONDENSATE SUMP
cs 1
NOTES:
1. TRENCH DEPTHS ARE 3FT OR LESS.
2. ALL FORCEMAIN LINE INSTALLED ARE SDR-11 PIPE.
3. ALL GAS LINES ARE 6-INCH UNLESS OTHERWISE NOTED.
4. ALL AIRLINE INSTALLED ARE SDR-9 PIPE.
5. EW-45, EW-51, AND EW-53 ALREADY HAD AIR AND FORCEMAIN LINE
INSTALLED. THE PUMP AND THE ASSOCIATED FITTINGS/EQUIPMENT
WERE INSTALLED.
6. A TEE WITH A BUTT -CAP HAS INSTALLED AT EACH END INDICATED ON
THE 4" FORCEMAIN LINE AND 2" AIRLINE.
7. A 4" FORCEMAIN LINE AND 2" AIRLINE TO EW-11 WERE INSTALLED.
ONCE WE GET PAST EW-11, ONLY A 4" FORCEMAIN LINE WAS INSTALLED
THAT CONNECTS TO LC-2.
lei 00
<< T •
SEE NOTE 7 '�� �". �� . •
�'
. �' f .
u � �
J �v�
i
G H I J
z
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0
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um
w
w{
0
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0 200
I `
SCALE
02
DATE: September 6, 2022
PROJECT NO. 21-03
Q
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N
0
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LL
U
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LL
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SEE FLOW -WING WELLHEAD DETAIL
9
5
DAILY OR INTERMEDIATE COVER
2' FOAM PLUG
NON -COHESIVE SOIL. COMPACT
THOROUGHLY WITH WATER DURING
INSTALLATION.
2' FOAM PLUG
NOTES:
1. EXTRACTION WELL PUMP
INSTALLED 5FT. ABOVE THE BO'
OF THE EXTRACTION WELL CAS
2. THE GRAVEL PACK EXTENDEE
MORE THAN 2 FT. ABOVE THE S�
PIPE.
ANSON LANDFILL EXTRACTION WELLS
Surface
Bottom
Well
Well
Solid
Perforated
Well Stick-up
Northings
Eastings
Elevation
of
#
Depth (ft)
Pipe (ft)
Pipe (ft)
Height (ft)
ft
Waste ft
EW-36R
459311.98
1651898.6
408
296
97
15
81
4
REW-108
460367.96
1651607
355
309
31
10
20
4
EW-109
459622,17
1651875.9
405
304
86
15
70 —t-
4
—2x1" TRANSITION FITTING
4x1" OR 2x1" TRANSITION
— FITTING
(4X2" TRANSITION FITTING
WITH A 2X1" TRANSITION
FITTING ON TOP)
"---2" SDR-9 HDPE AIRLINE
-2" OR 4" SDR-11 HDPE
CONDENSATE FORCE -MAIN
SDR-17 HDPE PIPE
:L IS CLEAN, RIVER
3ROKEN ROUND
REOUS GRAVEL.
IDPE PIPE
ATION DETAIL
3
2
►RILL %Z" HOLE IN
DRAINAGE
1 yr yr Lk_RS / BOTTOM OF WASTE
VERTICAL EXTRACTION WELL
(NTS)
Totals: 214 40 171
NOTES:
1. PLEASE NOTE THAT THE DATA WAS VERIFIED PRIOR TO CONSTRUCTION.
LEACHATE DISCHARGE HOSE
PN:2000226
LEACHATE DISCHARGE
VALVE, 1"
PN:2000033
0
PASS THRU ADAPTER
PN:1001088
AIR INTAKE VALVE, 1'
PN:2000030
NOTES:
1. CONTRACTOR PROVIDED AND INSTALLED
PUMP ONE EP4-BL SHORT AND ASSOCIATED
FITTINGS FOR WELL INSTALLATION.
2. CONTRACTOR PROVIDED AND INSTALLED
UV -PROTECTED KANAFLEX FOR THE
EXTRACTION WELLS.
SOLID 8" HDPE PIP
Y8"O PERFORATIONS (TYP)
PERFORATED 8" SDR-11 HDPE PIP[
WELL SEAL, 8" FERNCO,
DUAL EXT., UNIVERSAL
(PN:2000335)
SAFETY RELIEF VALVE
(INCLUDED IN PN 2000068)
PULSE COUNTER
(INCLUDED IN PN 2000068)
AIR KIT ASSEMBLY
PN: 2000068
NYLON TRI-TUBING
PN:1000221
FAST FITTING KIT
PN:2000476
ONE, BOTTOM
LOADING PUMP
PN:2000454
VERTICAL WELL PUMP ASSEMBLY
■
C
DETAIL A
SCALE 1:3
PULSE COUNTER
PN:2000461
DETAIL B
SCALE 1:4
SAFETY RELIEF VALVE
PN:1001416
0°
2700 900 SP CING 900
—1 1
A 1800 SECTION A -A
0°
B
270°
z
O
U
co
W
0
W
U)
U)
W
Q
0
IN
1800 SECTION B-B
NOTES:
v�
.�
j
1. PIPE IS 8" SDR-11 HDPE.
J z F
2. PIPE HAS TWO (2) ROWS OF %$"0
'MM � z
PERFORATIONS SPACED 1800 APART
¢
M
HORIZONTALLY.
� z W o
Q
0
� V O �
� W N
3. PERFORATIONS ARE SPACED APART
M
4" VERTICALLY.
W
W ° o
z,Rz
4. 900 AND 2700 ROWS STAGGERED 2"
W 0
BELOW 00 AND 1800 ROWS. (TOTAL
L: z
ROWS/ PERFORATIONS SEGMENT)
z
M
N
L
PERFORATION DETAIL 3
(NTS) 3
■US
3
U)
J
a
W
Q
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j
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o
zoZ�
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2
oa
N
cC
W
ICI
SCALE
03
DATE:September 6, 2022
PROJECT NO. 21-070

U
01
�1
ni
1
SELECT BACKFILL COMPACTED IN 24" LIFTS
2"/4" SDR-11 HDPE CONDENSATE
FORCE -MAIN
2" SDR-9 HDPE AIRLINE7�
EXISTING GRADE
SELECT BACKFILL COMPACTED IN 6"-8"
MAXIMUM LIFTS
6" SDR-17 HDPE GAS EXTRACTION PIPE
EXISTING GRADE
MINIMAL BEDDING
TRENCH TYPE 1
(INSIDE LIMITS OF WASTE)
MINIMAL BEDDING
TRENCH TYPE 3
(INSIDE LIMITS OF WASTE)
SELECT BACKFILL COMPACTED IN 6"-8" LIFTS
HDPE GAS EXTRACTION PIPE
2"/ 4" SDR-11 HDPE CONDENSATE
FORCE -MAIN
2" SDR-9 HDPE AIRLINE
EXISTING GRADE
NOTES:
1. MINIMAL BEDDING MATERIAL WAS PLACED BETWEEN ALL PIPES.
ESSENTIALLY THE MINIMUM AMOUNT OF BEDDING WAS USED TO BE SURE
THE PIPE WAS ON GRADE.
SELECT BACKFILL COMPACTED IN 6"-8"
MAXIMUM LIFTS
4" SDR-11 HDPE CONDENSATE FORCE
EXISTING GRADE
W V(
.W W
W W W W
MINIMAL BEDDING
TRENCH TYPE 4
MINIMAL BEDDING
TRENCH TYPE 2
(INSIDE LIMITS OF WASTE)
(INSIDE LIMITS OF WASTE)
���
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pev
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O
V
m
Z
Z
W
ch
O
O
HNZ0
N
09
N
10
04
DATE:September 6, 2022
PROJECT NO. 21-07(
1 1E

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8"x8"x6" HDPE TEE
DAILY OR INTERMEDIATE COVER-
6" HDPE ELBOW-
2' FOAM PLUG
SEE PUMP ASSEMBLY 10
4
,-2"xl" TRANSITION FITTING
4"x2" HDPE REDUCER
%moo 4" FERNCO
4" SDR-11 HDPE CONDENSATE
FORCE -MAIN 4"x6" HDPE REDUCER
-2" SDR-9 HDPE AIRLINE
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6" HDPE HEADER RISER
NON -COHESIVE SOIL. COMPACTS
THOROUGHLY WITH WATER DURING
INSTALLATION. 6" HDPE LATERAL
SEPARATION RING
HDPE 900 ELBOW
2' FOAM PLUG
TOP OF LCRS / BOTTOM OF WASTE
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REMOTE EXTRACTION WELL
(NTS)
1"-3" GRAVEL SHALL BE CLEAN,
RIVER RUN OR UNBROKEN ROUND
NON -CALCAREOUS GRAVEL.
lPS
8" SDR-11 HDPE PIPE NOTES:
SEE PERFORATION DETAIL 9 1. WELL PIPE ARE BELL AND SPIGOT JOINED WITH
5 SCH 80 PVC COUPLINGS.
2. SOLVENT WELDED AND INSTALLED THREE SST
SCREWS #12 X 1" LONG @ 120 CENTERS ON EACH
JOINT.
3. EXTRACTION WELL PUMP, IF REQUIRED, WERE
INSTALLED 3 FT. ABOVE THE BOTTOM OF THE
EXTRACTION WELL CASING.
4. FOAM PLUGS WERE INSTALLED IN ACCORDANCE
WITH FOAM PLUG INSTALLATION INSTRUCTIONS.
PVC CAP - DRILL %" HOLE IN BOTTOM
FOR DRAINAGE
BPS
HEADER LINE
FILTER REGULATOR
AND CYCLE COUNTER
PNEUMATIC PUMP
BOTTOM LOADED (SHORT)
SOLID 8" SCH 80 PV
%$"O PERFORATIONS (TYP)
PERFORATED 8" SCH 80 PVC
FLUID INLET
PUMP ASSEMBLY 10
(NTS) 5
2700
900
1800 SECTION A -A
00
270° 900
900 S CING
1800 SECTION B-B
NOTES:
1. PIPES ARE 8" SCH-80 PVC.
2. PIPE HAS TWO (2) ROWS OF %$"0
PERFORATIONS SPACED 1800 APART
HORIZONTALLY.
3. PERFORATIONS ARE SPACED APART
4" VERTICALLY.
4. 900 AND 2700 ROWS STAGGERED 2"
BELOW 00 AND 1800 ROWS. (TOTAL
ROWS/ PERFORATIONS SEGMENT)
PERFORATION DETAIL 9
(NTS) 5
DISCHARGE
NOTES:
1. WELL PIPE WAS BELL AND SPIGOT JOINED
WITH SCH 80 PVC COUPLINGS.
2. SOLVENT WELDED AND INSTALLED THREE
1/2" x 3/4" DIA. LONG LAG @ 120 CENTERS ON
EACH JOINT.
3. EXTRACTION WELL GRATE WAS MADE OF
GALVANIZED 1/4" WELDED BARS SPACED 6"x6"
APART. INSTALLED 6" BELOW GRADE TO
PREVENT TRIPPING.
4. EXTRACTION WELL PUMP, IF REQUIRED,
WERE INSTALLED 3 FT. ABOVE THE BOTTOM
OF THE EXTRACTION WELL CASING.
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05
DATE:September 6, 2022
PROJECT NO. 21-070
A I R I c I n
F I F
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WELLHEAD
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3 5" MONITORING PORT
9" PIPE LENGTH
EANNI,:84■01"It
CONTROL VALVE
FLO-WING INSERT
MONITORING PORT
SS FASTENER.
MONITORING PORT
FLO-WING WELLHEAD DETAIL
(NTS)
WELLHEAD MANIFOLD
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(NTS)
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ERNCO CAP WITH BAND CLAMP
" PIPE LENGTH
-TEMPERATURE MONITORING PORT
34" METERING PIPE
NOTES:
1. PART # FW-2V-PQCB
2. PIPE MATERIAL FOR
WELLHEAD IS PVC
3. MONITORING PORTS
ARE POLYPROPYLENE
QUICK DISCONNECTS
I��rry.7A�f��\Iy
VERTICAL
EXTRACTION
WELL
!" WELLHEAD
EXISTING
1 �" ..,� 1 •V I 1 1 1, . ; THE ORIENTATION OF THE
WELLHEAD MANIFOLD MAY HAVE BEEN
ADJUSTED TO ACCOMODATE ACTUAL FIELD
CONDITIONS AT THE TIME OF CONSTRUCTION.
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TO GAS WELL
FLANGED STEEL BALL VALVE
SDR11 HDPE
TAnrn nnc T Tnnc', CI AKlf`C AMADTCD
(SIZE VARIES)
FORCEMAIN ISOLATION VALVE
(NTS)
11 ICI !1 \A/TAIf` MEA I UE:Ar%
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REMOTE WELLHEAD DETAIL
(NTS)
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R-11 HDPE
BOW
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AIRLINE ISOLATION VALVE
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06
DATE:September 6, 2022
PROJECT NO. 21-070
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CLEAN -OUT RISER CONNECTION DETAIL (FORCEMAIN ONLY)
(NTS)
4" SDR-11 HDPE CONDENSATE
FORCEMAIN LINE
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DATE: September 6, 2022
PROJECT NO. 21-07C

LEACHATE CLEANOUT 1
(LC-1)
■
LEACHATE CLEANOUT 3
(LC-3)
PIPE STICK-UP FOR
FUTURE WELL
LEACHATE CLEANOUT 2
(LC-2)
SEE NOTE 4
■
Point Number
Northing
Easting
Raw Description
501
460797.378
1652217.060
EW-107
502
461030.309
1652165.781
EW-108A
503
460979.689
1651963.241
EW-124
504
460847.029
1651876.601
EW-114
505
460427.339
1652025.258
EW-53R
506
460228.865
1651960.091
EW-52R
507
460135.665
1651949.970
EW-52AR
508
459955.230
1651692.923
EW-50R
509
459793.782
1651898.288
EW-40R
510
459478.726
1651943.160
EW-39R
511
459416.619
1651755.033
EW-38R
512
459091.063
1651754.137
EW-30R
513
458996.685
1651566.589
EW-24R
514
458906.867
1651381.841
EW-23R
515
458761.932
1651440.816
EW-18
516
458622.145
1651470.572
EW-15R
517
458547.997
1651743.053
EW-20R
518
458471.635
1651605.503
EW-13R
519
458265.842
1651525.508
EW-511
520
458186.936
1651633.790
EW-411
521
458680.057
1652192.220
EW-19R
522
458965.618
1652094.573
EW-26R
523
459829.516
1652384.638
EW-43R
524
460056.781
1652149.024
EW-48R
525
460292.840
1652217.413
EW-54R
526
460663.643
1652326.467
EW-58R
527
461082.803
1652335.435
EW-109A
528
461294.877
1652298.860
EW-112
529
461283.956
1652089.100
EW-62
530
461174.323
1651890.872
EW-66
531
461094.215
1651694.303
EW-68
532
460899.807
1651611.974
EW-71
533
460708.551
1651755.265
EW-115
534
460631.136
1651626.642
EW-78
535
460787.597
1651482.645
EW-72
536
460002.519
1652396.848
EW-44R
537
460594.586
1652142.954
EW-106
538
460304.429
1651821.480
4X8 TEE
539
460336.282
1651956.585
4X8 TEE
540
460361.016
1652054.401
4X8 TEE
541
460392.558
1652245.752
4X8 TEE
542
460417.885
1652376.558
4X8 TEE
543
460450.251
1652487.505
2" AIR TI EI N
544
460456.054
1652486.196
4" FM TTIEIN
545
460820.290
1652356.640
6"ELBOW
546
460835.010
1652361.320
18" BLIND FLANG
547
460382.350
1651596.628
HGC
548
460490.768
1651534.701
HGC
549
460708.934
1651410.085
HGC
550
461016.177
1651264.527
HGC
551
460820.7241
1652052.249
EW-127
552
460640.9812
1651969.097
EW-126
553
460565.9976
1651818.455
EW-125
POINTS HIGHLIGHT COLOR KEY:
BLUE: WELL NEEDS TO BE SHIFTED TO AVOID AN INTER CELL BERM.
RED: WELL NEEDS TO BE SHIFTED BECAUSE THE DRILLING DEPTH IS
<30FT.
GREEN: NEW WELLS ADDED TO THE SCOPE TO ENHANCE LFG
COLLECTION BETWEEN CELL 2D AND PHASE 3 - CELL 1.
ORANGE: WE RECOMMEND THAT THIS REPLACEMENT EXTRACTION
WELL BE LABELED ACCORDING TO THIS TABLE TO LIMIT CONFUSION.
I
LEGEND
EDGE OF WASTE
EXISTING GAS LINE
TOPOGRAPH CONTOURS
PROPOSED GAS LINE
PROPOSED FORCEMAIN
PROPOSED AIRLINE
PROPOSED HORIZONTAL GAS
COLLECTOR
EXISTING EXTRACTION WELL
PROPOSED NEW EXTRACTION WELL
REDRILL EXTRACTION WELL
EXISTING ISOLATION VALVE
PROPOSED ISOLATION VALVE
EXISTING CONDENSATE SUMP
PROPOSED CONDENSATE SUMP
PROPOSED BLIND FLANGE
ASBESTOS LOCATION
FM
A
NOTES:
1. ALL LATERAL LINES ARE ASSUMED TO BE 6" UNLESS OTHERWISE
NOTED.
2. INFORMATION ON EXISTING COMPONENTS PROVIDED BY OTHERS.
3. THE SITE PLAN DISPLAYS A ROUTE FOR THE NEW 18" AND 12"
HEADER; HOWEVER, NO SURVEY DATA IS PROVIDED BECAUSE THE
ACTUAL PIPELINE ROUTE WILL BE ESTABLISHED IN THE FIELD.
4. WE HAVE PREPARED SURVEY POINTS FOR THE AREA WHERE A
REPLACEMENT 8" LINE, 2" AIRLINE, AND NEW 4" FM LINE WILL BE
INSTALLED. PLEASE NOTE THAT WE DON'T HAVE ACTUAL SURVEY
DATA ON THIS LINE. IT IS BASED ON AN AUTOCAD FILE THAT WE
WERE PROVIDED.
5. THE SURVEY DATA PROVIDED FOR EXISTING EXTRACTION WELLS
THAT NEED TO BE RE -DRILLED ARE BASED ON THE EXISTING
LOCATION OF THE WELLS. YOU WILL NEED TO MAKE ADJUSTMENTS
TO THESE LOCATIONS IN THE FIELD TO BE SURE THAT THE
DRILLING DOES NOT OCCUR TOO CLOSE TO AN EXISTING
EXTRACTION WELL.
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01
DATE: January 13, 2023
PROJECT NO. 1 22-030
7
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UPDATED LANDFILL GAS MONITORING PLAN
ANSON WASTE MANAGEMENT FACILITY
375 DOZER DRIVE
POLKTON, NORTH CAROLINA 28135
ANSON COUNTY
FACILITY PERMIT NO. 0403
Prepared For:
CHAMBERS DEVELOPMENT OF NORTH CAROLINA, INC.
A WHOLLY OWNED SUBSIDIARY OF WASTE CONNECTIONS, INC.
265 BROOKVIEW CENTER WAY, SUITE 205
KNOXVILLE, TENNESSEE 37919
Prepared By:
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
3701 ARCO CORPORATE DRIVE, SUITE 400
CHARLOTTE, NC 28273
a„►r1�nf Egrrrrg71j
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March 10, 2023
Donald M. Cobb, P.G.
Project Manager
CEC Project Number 165-276
March 2023
Nathan T. Bivins, P.E.
Senior Project Manager
iff Imo.
Civil & Environmental Consultants, Inc.
ar a
3701 Arco Corporate Drive, Suite 400 1 Charlotte. NC 28273 1 p: 980-237-0373 f: 980-237-0372 1 www,cecinc.com

TABLE OF CONTENTS
1.0 INTRODUCTION..............................................................................................................I
1.1 BACKGROUND.................................................................................................... 1
1.2 PHYSICAL SETTING........................................................................................... 1
1.3 LFG GENERATION AND MIGRATION............................................................. 2
1.4 LFG COMPOSITION............................................................................................. 2
2.0 LANDFILL GAS MONITORING...................................................................................3
2.1 LFG MONITORING WELL NETWORK............................................................. 3
2.2 LFG MONITORING WELL CONSTRUCTION.................................................. 3
2.3 LFG MONITORING PROCEDURES................................................................... 4
2.4 LFG RESPONSE PROCEDURES......................................................................... 4
3.0 PROFESSIONAL CERTIFICATION.............................................................................6
ATTACHMENTS
Attachment A - Landfill Gas Monitoring Location Map
Attachment B - NCDEQ Solid Waste Section Landfill Gas Monitoring Guidance
Attachment C - NCDEQ Solid Waste Section Landfill Gas Monitoring Form
Civil & Environmental C o n s u I t a n t s, Inc. -i- Anson Waste Management Methane Monitoring Plan
March 2023

1.0 INTRODUCTION
1.1 BACKGROUND
North Carolina Solid Waste Management Rules 15A NCAC 13B require quarterly monitoring of
methane and other explosive landfill gases (LFG) at MSW landfills to ensure that landfill gas does
not exceed the lower explosive limit (LEL) at the facility property boundary or 25 percent of the
LEL in facility structures. A LFG monitoring plan is necessary to ensure that these performance
standards are met at the facility.
The Anson Waste Management facility (Site) maintains a current methane monitoring program
that is implemented in accordance with the Methane Monitoring Plan prepared by SCS Engineers,
PC. The footprint of Phase 1 is approximately 40.38 acres, and Phase 2 consists of 33.70 acres.
Both of these existing phases are currently operational. A Permit to Construct Application for
Phases 3 and 4 was completed by Civil & Environmental Consultants, Inc. (CEC) in November
2016, and has been subsequently submitted to the NCDEQ-SWS for review and approval. Phases
3 and 4 will include a total of 59.02 acres, bringing the total landfill area to 133.10 acres. The
facility owner has recently initiated the preliminary site suitability studies for the subject Phase 5
expansion landfill area.
1.2 PHYSICAL SETTING
The site is bounded on the northwest by Brown Creek, on the east by Pinch Gut Creek, and on the
south by a CSX rail line. The immediate surrounding area is rural and primarily wooded. There
is limited residential development south of the landfill facility. The site consists of a series of
rolling hills that reach elevations of±300 feet above mean sea level and low-lying areas adjacent
to Brown and Pinch Gut Creeks at an elevation low of approximately 240 feet above sea level.
Generally, surface drainage from the landfill facility is to the northwest toward Brown Creek and
northeast toward an unnamed tributary of Pinch Gut Creek.
Civil & Environmental Consultants, Inc. -1- Anson Waste Management Methane Monitoring Plan
March 2023

1.3 LFG GENERATION AND MIGRATION
LFG is a natural by-product of the anaerobic decomposition of organic waste in a landfill. The
production of LFG creates a positive pressure within the landfill that forces the gas to migrate.
LFG migrates from place to place by diffusion and pressure gradient and will follow the path of
least resistance. Subsurface gas typically migrates above the groundwater table and is restricted
laterally by streams. Porous soils lying above the bedrock can serve as pathways to transmit large
volumes of gas. Underground off -site migration is common and can be facilitated by the presence
of pipelines, buried utility corridors or trenches located within or adjacent to the landfill
boundaries. Movement depends on soil type and moisture, and migration distances of 1,500 feet
have been observed. Barometric pressure also influences movement. Falling barometric pressure
allows methane to migrate out of the landfill and into surrounding areas.
1.4 LFG COMPOSITION
LFG is generally composed of 50-55% methane (CH4); 45-50% carbon dioxide (CO2); less than
5% nitrogen (N2); and less than 1% non -methane organic compounds. These individual gases
generally remain co -mingled and do not naturally separate. The North Carolina Department of
Environmental Quality - Solid Waste Section (SWS) Rules typically focus on methane (CH4)
and its explosive properties due to public safety issues. Hydrogen sulfide (H2S) is also of
particular concern in landfills and is typically recognized by its rotten egg odor. H2S is
immediately dangerous to life and health at concentrations of 100 parts per million (ppm).
Civil & Environmental C o n s u I t a n t s, Inc. -2- Anson Waste Management Methane Monitoring Plan
March 2023

2.0 LANDFILL GAS MONITORING
2.1 LFG MONITORING WELL NETWORK
A total of nine LFG monitoring wells (GP-1 through GP-7, GP-12, and GP-13) will be monitored
around the perimeter of the Phase 1 through Phase 4 existing areas. Additionally, LFG monitoring
will be performed within any occupied buildings including the scale house, office building, and
mechanical operations garage. The locations of these LFG monitoring wells and facility structures
are shown on the Landfill Gas Monitoring Location Map included in Attachment A. Four
additional LFG monitoring wells (GP-8 through GP-11) will be installed on the outside perimeter
of future Phase 5, which can also be seen in Attachment A.
2.2 LFG MONITORING WELL CONSTRUCTION
LFG monitoring wells are installed just above the water table within the unsaturated zone and
are equipped with a stopcock valve or a quick connect coupling on the cap, which allows for
accurate LFG measurements. The stopcock valve is equipped with a barb connector that will
accommodate plastic tubing to connect with the gas monitor. The stopcock valve or a quick
connect coupling must be closed between monitoring events. Each LFG monitoring well is
constructed with a lockable protective cover that will be secure with a padlock, and is labeled
with a permanently affixed identification plate. See a detailed schematic of a landfill gas
monitoring well presented as Figure 1 in the attached SWS Landfill Gas Monitoring Guidance
(November 2010) included in Attachment B.
Civil & Environmental Consultants, Inc. -3- Anson Waste Management Methane Monitoring Plan
March 2023

2.3 LFG MONITORING PROCEDURES
LFG monitoring at the facility will be performed in general accordance with the procedures
outlined in Section 6 of the SWS Landfill Gas Monitoring Guidance (November 2010) included
as Attachment B. Methane monitoring will be conducted by personnel trained to use a Landtec
GEM 5000 Plus Landfill Gas Monitor (gases measured also include hydrogen sulfide) or
equivalent instrument. The general sampling procedures for the LFG monitoring wells will be as
follows:
1) Calibrate the instrument in accordance with the manufacturer's recommendations;
2) Connect via tubing the instrument input port to the well sampling port;
3) Conduct a sample purge by pumping for one minute;
4) Read the percent methane, percent LEL (lower explosive limit), percent oxygen, percent
carbon dioxide, and hydrogen sulfide content; and
5) Record the stabilized readings from Step 4.
The results of these measurements will be initially recorded on field logs and then these data
recorded on the SWS Landfill Gas Monitoring Form that is included in Attachment C. The LFG
monitoring data form and results for each quarterly monitoring event will be retained in the
facility's operating record, unless an exceedance has occurred and/or is requested by the SWS.
2.4 LFG RESPONSE PROCEDURES
Should methane gas levels be detected above the performance limits, landfill personnel will
immediately take the necessary steps to protect human health and notify the SWS. The steps that
would be taken include but are not limited to:
• Restrict access to any facility structures or exterior areas displaying high methane levels;
• Prohibit the use of any equipment or materials that may cause sparks or an open flame;
• Report methane levels to the Operations Manager;
Civil & Environmental C o n s u I t a n t s, Inc. -4- Anson Waste Management Methane Monitoring Plan
March 2023

• Turn off the electrical main switch outside of any structure exhibiting high methane levels;
and
• Direct qualified and properly equipped response teams/contractors to locate the source of
methane and cap or isolate it.
Within seven days of detecting methane levels exceeding the maximum LEL (25% LEL in site
structures and LEL at the facility property boundaries), the methane gas data will be placed in the
operating record along with a description of the steps taken to protect human health. Within 60
days of detecting gas levels exceeding the maximum LEL, a methane remediation plan will be
submitted to the SWS for their review and approval. This plan will describe the methods to be
utilized to locate the source of the methane and control it. Once approved, the plan will be
implemented within 60 days.
Civil & Environmental Consultants, Inc. -5- Anson Waste Management Methane Monitoring Plan
March 2023

3.0 PROFESSIONAL CERTIFICATION
The landfill gas monitoring plan for this facility has been prepared by a qualified geologist who
is licensed to practice in the State of North Carolina. The plan has been prepared based on first-
hand knowledge of site conditions and familiarity with North Carolina solid waste rules and
industry standard protocol. This certification is made in accordance with North Carolina Solid
Waste Regulations, indicating this Landfill Gas Monitoring Plan should provide early detection
of any release of hazardous constituents to the uppermost aquifer, so as to be protective of public
health and the environment. No other warranties, expressed or implied, are made.
Signed
Printed
Date
ATTACH SEAL
Civil & Environmental Consultants, Inc. -6- Anson Waste Management Methane Monitoring Plan
March 2023

ATTACHMENT A
LANDFILL GAS MONITORING LOCATION MAP
Civil & Environmental Consultants. Inc.

5 1 4 1 3
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3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016.
4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS:
3710644500J, 3710644600J, 3710645500J, 3710645600J.
1
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ATTACHMENT B
NCDEQ SOLID WASTE SECTION LANDFILL GAS MONITORING GUIDANCE
Civil & Environmental Consultants. Inc.

NC DEPARTMENT OF ENVIRONMENT & NATURAL RESOURCES
DIVISION OF WASTE MANAGEMENT - SOLID WASTE SECTION
LANDFILL GAS MONITORING GUIDANCE
NOVEMBER 2010 (updated August 2021)
TABLE OF CONTENTS
Section 1
— Introduction..............................................................................................Page 2
Section 2
— Factors Influencing Landfill Gas Generation and Migration ..............................Page
3
Section 3
- Current Solid Waste Section Rules Pertaining to Landfill Gas Monitoring
..............Page 5
Section 4
— Landfill Gas Incidents and Explosions ........................................................Page 9
Section 5
— Landfill Gas Monitoring Wells..................................................................Page
11
Section 6
— Landfill Gas Monitoring Instrumentation .....................................................Page
14
Section 7
— References.........................................................................................Page
17
Section 8
— Suggested Outline for a Landfill Gas Monitoring Plan ......................................Page
18
Section 9
— Checklist of Items to be Included in a Landfill Gas Monitoring Plan ......................Page
19

SECTION 1- Introduction
North Carolina Solid Waste Management Rules 15A NCAC 13B require quarterly monitoring of methane
gas (at MSW landfills) and quarterly monitoring of methane and other explosive landfill gases (LFG) (at
C&D and other landfills) to ensure that landfill gas does not exceed the lower explosive limit (LEL) at the
facility property boundary or 25 percent of the lower explosive limit in facility structures. If the
concentration exceeds the specified limits, steps must be taken to ensure the protection of public health
and a remediation plan must be implemented immediately. A landfill gas monitoring plan is necessary to
ensure that these performance standards are met and this guidance document was developed to assist in
establishing a standardized procedure for the monitoring of landfill gas.
Background
Organic matter in landfills begins to decompose almost immediately after being placed in a disposal site.
Putrescible wastes such as food products and sewage sludges begin to break down by biological processes
very rapidly whereas paper, cardboard or cellulose based materials are slower to decompose. However,
when conditions become favorable, most organic matter will decompose. The decomposition process
typically goes through several stages that depend on conditions such as pH, temperature, and moisture
content. The final stage results in the production of methane and although the rate of production may
vary, most landfills produce methane.
Landfill Gas Generation
Landfill gas is a natural by-product of the anaerobic decomposition of organic waste in a landfill. The
composition, quantity and rate of landfill gas generation are dependent on the types of waste that are
decomposing and the level of microbial activity within the wastes. The decomposition of biodegradable
waste begins with aerobic decomposition which lasts until the oxygen in the landfill is depleted. The
anaerobic phase then begins, resulting in landfill gas production.
There are four stages of landfill gas composition: the first stage is characterized by elevated nitrogen
levels and occurs when the landfill is new. The second stage is characterized by elevated carbon dioxide
levels and occurs for a relatively short period of time after the initial stage is complete. The third and
fourth stages are characterized by elevated methane concentrations and represent the active life of a
landfill and the post -closure time frame.
Landfill gas is generally composed of 50-55% methane (CH4); 45-50% carbon dioxide (CO2); less than
5% nitrogen (N2); and less than 1% non -methane organic compounds. These individual gases generally
remain co -mingled and do not naturally separate. The Solid Waste Section (SWS) Rules typically focus
on methane (CH4) and its explosive properties due to public safety issues. Hydrogen sulfide (H2S) is
also of particular concern in landfills and is typically recognized by its rotten egg odor. H2S is
immediately dangerous to life and health at concentrations of 100 parts per million (ppm).
Landfill Gas Migration
The production of landfill gas creates a positive pressure within the landfill that forces the gas to migrate.
Landfill gas migrates from place to place by diffusion and pressure gradient and will follow the path of
least resistance. Subsurface gas typically migrates above the groundwater table and is restricted laterally
by streams. Porous soils lying above the bedrock can serve as pathways to transmit large volumes of gas.
Underground off -site migration is common and can be facilitated by the presence of pipelines, buried
utility corridors or trenches located within or adjacent to the landfill boundaries. Movement depends on
soil type and moisture, and migration distances of 1,500 feet have been observed. Barometric pressure
also influences movement. Falling barometric pressure allows methane to migrate out of the landfill and
into surrounding areas.

SECTION 2 - Factors Influencing Landfill Gas Generation and Migration
Factors that affect landfill gas generation and migration through the subsurface include the following:
Waste Composition
The production of landfill gas is directly related to the amount of organic matter present in waste. The
bacteria that break down the waste require small amounts of specific minerals such as calcium, potassium,
magnesium and other micronutrients. Bacteria are able to thrive and produce landfill gas if the
minerals/micronutrients are present. If the minerals/micronutrients are not present or if substances that
inhibit bacterial growth exist, landfill gas production will occur at a reduced rate. Some forms of organic
matter such as cellulose break down quickly whereas matter such as lignin breaks down more slowly.
The rate at which landfill gas is produced depends on the proportions of each type of organic matter
present in the waste.
Moisture Content
Landfills with higher moisture content generate higher concentrations of landfill gas in earlier stages of
development (such as during leachate recirculation). Moisture accelerates the methanogenic process.
Temperature
Landfill bacteria are temperature dependant. They are able to survive and function below the freezing
point, but they also function well at temperatures up to 65°C. Anaerobic bacteria produce small amounts
of heat and may not be able to maintain the temperature of a shallow landfill when external temperatures
decrease, so LFG generation may exhibit seasonal variations. Saturated landfills may not achieve ideal
temperatures because the bacteria do not generate sufficient heat to raise the temperature of the excess
water. Higher temperatures promote volatilization and chemical reactions with the waste so the trace gas
component of landfill gas tends to increase with higher landfill temperatures.
Age of Landfill
Typically, landfills have an increasing generation of landfill gas for a number of years until closure at
which time landfill gas generation reaches a peak and begins to subside. An evaluation of the age of the
landfill and use of a landfill gas generation curve can be helpful in determining the likelihood of
significant landfill gas concentrations from the landfill.
Landfill Cap
The type or presence of landfill cover can influence landfill gas generation and migration. Although a low
permeability cap will reduce moisture and landfill gas generation over the longer term, initially, the
installation of a landfill cap could drive landfill gas migration further from the landfill in the subsurface
without proper ventilation (either passive or active). This is especially true in the case of unlined
(unvented) landfills.
Water Table
Landfill gas movement in unlined landfills may be influenced by groundwater table variations. A rising
water table could cause displacement and force upward movement of landfill gas.

Man-made and Natural Conduits
Structures such as drains, trenches, and buried utility corridors can act as conduits for landfill gas
migration. Geologic features including fractured bedrock, porous soil, and permeable strata also provide
conduits for landfill gas migration
Landfill Liner Conditions
The presence of a Subtitle-D (or equivalent) landfill liner has the capability to limit the lateral migration
of landfill gas in the subsurface. Unlined landfills have no barrier to prevent lateral landfill gas migration
in the subsurface.
Weather Conditions
Barometric pressure and precipitation have significant effects on landfill gas migration. Increased
barometric pressure yields decreased landfill gas venting from the subsurface, until the pressure within the
subsurface is greater than the atmospheric (barometric) pressure. Conversely, as the barometric pressure
decreases, the landfill will vent the stored gas until pressure equilibrium is reached. Capping of a landfill
can influence the effect of barometric pressure on landfill gas migration. Generally, a more permeable
landfill cap will allow greater influence by barometric pressure than a less permeable landfill cap.

SECTION 3 — Current Solid Waste Section Rules Pertaining to Landfill Gas
Monitoring
Web link to the 15A NCAC 13B Solid Waste Mgmt Rules (Readopted effective September 16, 2021)
15A NCAC 13B
.0101- DEFINITIONS
.0101 (14) 'Explosive gas" means Methane (CH4)
.0101(25) "Lower explosive limit" (LEL) means the lowest percent by volume of a mixture of
explosive gases which will propagate a flame in air at 25 degrees Celsius and atmospheric pressure.
.0503 - SITING AND DESIGN REQUIREMENTS FOR DISPOSAL FACILITIES
.0503(2) A site shall meet the following design requirements:
(a) The concentration of explosive gases generated by the site shall not exceed:
(i) twenty-five percent of the limit for the gases in site structures (excluding gas control or
recovery system components); and
(ii) the lower explosive limit for the gases at the property boundary;
.0543 - CLOSURE AND POST -CLOSURE REQUIREMENTS FOR C&DLF FACILITIES
.0543(e) Post -closure criteria.
(1) Following closure of each C&DLF unit, the owner and operator must conduct post -closure
care. Postclosure care must be conducted for 30 years, except as provided under Subparagraph (2)
of this Paragraph, and consist of at least the following:
(C) maintaining and operating the gas monitoring system in accordance with the
requirements of Rule .0544 of this Section; and
(2) The length of the post -closure care period may be:
(A) decreased by the Division if the owner or operator demonstrates that
the reduced period is sufficient to protect human health and the environment and this
demonstration is approved by the Division; or
(B) increased by the Division if the Division determines that the lengthened period is
necessary to protect human health and the environment.
.0544 - MONITORING PLANS AND REQUIREMENTS FOR C&DLF FACILITIES
.0544(d) Gas Control Plan
(1) Owners and operators of all C&DLF units must ensure that:
(A) the concentration of methane gas or other explosive gases generated by the facility
does not exceed 25 percent of the lower explosive limit in on -site facility structures
(excluding gas control or recovery system components);
(B) the concentration of methane gas or other explosive gases does not exceed the lower
explosive limit for methane or other explosive gases at the facility property boundary; and
(C) the facility does not release methane gas or other explosive gases in any concentration
that can be detected in offsite structures.
(2) Owners and operators of all C&DLF units must implement a routine methane monitoring
program to ensure that the standards of this Paragraph are met.
(A) The type of monitoring must be determined based on soil conditions, the
Hydrogeologic conditions under and surrounding the facility, hydraulic conditions on and
surrounding the facility, the location of facility structures and property boundaries, and the
location of all offsite structures adjacent to property boundaries.

(B) The frequency of monitoring shall be quarterly or as approved by the Division.
(3) If methane or explosive gas levels exceeding the limits specified in Subparagraph (d)(1) of this
Rule are detected, the owner and operator must:
(A) immediately take all steps necessary to ensure protection of human health and notify
the Division;
(B) within seven days of detection, place in the operating record the methane or explosive
gas levels detected and a description of the steps taken to protect human health; and
(C) within 60 days of detection, implement a remediation plan for the methane or
explosive gas releases, place a copy of the plan in the operating record, and notify the
Division that the plan has been implemented. The plan must describe the nature and extent
of the problem and the proposed remedy.
(4) Based on the need for an extension demonstrated by the operator, the Division may establish
alternative schedules for demonstrating compliance with Parts (3)(B) and (3)(C) of this Paragraph.
(5) For purposes of this Item, "lower explosive limit" means the lowest percent by volume of a
mixture of explosive gases in air that will propagate a flame at 25 C and atmospheric pressure.
.0566 - OPERATIONAL REQUIREMENTS FOR LAND CLEARINGINERT DEBRIS (LCID)
LANDFILLS
.0566(13) The concentration of explosive gases generated by the facility shall not exceed:
(a) Twenty-five percent of the lower explosive limit for the gases in facility structures.
(b) The lower explosive limit for the gases at the property boundary.
.1626 — OPERATIONAL REQUIREMENTS FOR MSWLF FACILITIES
.1626(4) Explosive gases control.
(a) Owners or operators of all MSWLF units must ensure that:
(i) The concentration of methane gas generated by the facility does not exceed 25 percent
of the lower explosive limit for methane in facility structures (excluding gas control or
recovery system components); and
(ii) The concentration of methane gas does not exceed the lower explosive limit for
methane at the facility property boundary.
(b) Owners or operators of all MSWLF units must implement a routine methane monitoring
program to ensure that the standards of (4)(a) are met. A permanent monitoring system shall be
constructed on or before October 9, 1994. A temporary monitoring system shall be used prior to
construction of the permanent system.
(i) The type and frequency of monitoring must be determined based on the following
factors:
(A) Soil conditions;
(B) The hydrogeologic conditions surrounding the facility;
(C) The hydraulic conditions surrounding the facility; and
(D) The location of facility structures and property boundaries.
(ii) The minimum frequency of monitoring shall be quarterly.
(c) If methane gas levels exceeding the limits specified in (4)(a) are detected, the owner or
operator must:
(i) Immediately take all necessary steps to ensure protection of human health and notify the
Division;
(ii) Within seven days of detection, place in the operating record the methane gas levels
detected and a description of the steps taken to protect human health; and
(iii) Within 60 days of detection, implement a remediation plan for the methane gas
releases, place a copy of the plan in the operating record, and notify the Division that the
6

plan has been implemented. The plan shall describe the nature and extent of the problem
and the proposed remedy.
(iv) Based on the need for an extension demonstrated by the operator, the Division may
establish alternative schedules for demonstrating compliance with (4)(c)(ii) and (iii) of this
Rule.
(d) For purposes of this Item, "lower explosive limit" means the lowest percent by volume of a
mixture of explosive gases in air that will propagate a flame at 25°C and atmospheric pressure.
1626(10) Recordkeeping requirements.
(a) The owner or operator of a MSWLF unit must record and retain at the facility, or an alternative
location near the facility approved by the Division, in an operating record the following
information as it becomes available:
(iii) Gas monitoring results and any remediation plans required by Item (4) of this Rule;
.1627 — CLOSURE AND POST CLOSURE REQUIREMENTS FOR MSWLF ACTIVITES
.1 627(d) Post -Closure Criteria
(1) Following closure of each MSWLF unit, the owner or operator shall conduct post -closure care.
Post -closure care shall be conducted for 30 years, except as provided under Subparagraph (2) of
this Paragraph, and consist of at least the following:
(D)-Maintaining and operating the gas monitoring system in accordance with the
requirements of Rule .1626 of this Section.
(2) The length of the post -closure care period may be:
(A) Decreased by the Division if the owner or operator demonstrates that the reduced
period is sufficient to protect human health and the environment and this demonstration is
approved by the Division; or
(B) Increased by the Division if the Division determines that the lengthened period is
necessary to protect human health and the environment.
(3) Following completion of the post -closure care period for each MSWLF unit, the owner or
operator shall notify the Division that a certification, signed by a registered professional engineer,
verifying that post -closure care has been completed in accordance with the post -closure plan, has
been placed in the operating record.
NOTES:
Based on the referenced rules above, the following words / phrases are presently in the Solid Waste
Section rules pertaining to methane and explosive landfill gas.
Rule .0101(14) states: "Explosive gas means Methane (CH) ".
Rule .0503 (2)(a) refers to "explosive gases ".
Rule .0544(d) refers to "Gas Control Plan "
Rule .0544(d)(1) refers to "methane or other explosive gases ".
Rule .0544(d)(2) refers to "methane monitoring program"
Rule .0544(d)(3) refers to "methane or explosive gas levels"
Rule .0566 (13) refers to "explosive gases".
Rule .1626 (4) refers to "explosive gases control"
Rule .1626(4)(a-b) refers to "methane monitoring" and "methane monitoring program "

Monitoring Goals
Landfill design and landfill gas monitoring regulations in North Carolina require that there not be an
exceedance of 100% of the Lower Explosion Limit (LEL) (equivalent to 5% methane) at the property
boundary, or 25% LEL in on -site structures. These regulations were developed over time to protect the
health and safety of the citizens of North Carolina and the U.S. from the asphyxiation and explosive
hazards of landfill gas.
NC Rule History
A review of NC landfill guidance documents and regulations from 1972 to the present indicates that from
1972 through 1982, there was no mention of design requirements regarding the control of landfill gas, nor
were there any landfill monitoring requirements for landfill gas. In 1982, the regulations were changed to
require that sanitary landfill design prevent landfill gas concentrations of 100% LEL at the property
boundary line and 25% inside on -site structures. Although a design requirement was added, no design
requirement was established to determine if the design requirement was being met. In 1993 with the
establishment of. 1600 rules, requirements for designs to limit landfill gas levels to below 100% at the
property boundary line and 25% in on -site structures and monitoring of landfill gas concentrations around
the perimeter of the landfill and inside on -site structures were adopted.

SECTION 4 - Landfill Gas Incidents and Explosions
Hazards Involving Landfill Gas
Landfill fires may or may not be directly caused by landfill gas. The primary concern with these fires is
air contamination from the resulting smoke; however they also present a variety of additional problems. In
addition to concerns with containing and extinguishing landfill fires, potential reactions involving
unknown chemicals in the landfill can cause uncertain hazards. Discarded consumer products in a
landfill, such as pesticides, paints, solvents, cleaners, and other material can be the source of chemical
releases. Heat from the fire can cause chemicals to volatilize, breakdown, and enter the environment. Also
to be considered is the presence of other combustible gases in addition to methane. Whenever an
environmental investigation of a landfill is prompted by odorous compounds or explosive gases, the
presence of toxic substances should also be investigated. One example is hydrogen sulfide (1-12S) that can
cause asphyxiation and is flammable. An analysis should include alkyl benzenes, sulfur compounds, vinyl
chloride, and methane, and other products associated with industrial wastes, construction and debris
waste, and normal organic and inorganic waste.
Fires and explosion hazards become a concern when gases collect in confined spaces. Buildings,
basements, and pits are typically regarded as confined spaces. However, landfill gases also collect in and
migrate to cracks in the landfill cover, leachate "springs", cracks in adjacent structures, paved parking
areas, etc. Fires can occur on the surface and underground. Surface fires involve recently buried waste
near the surface in an aerobic decomposing layer, typically 1 to 4 feet below ground. These fires can be
intensified by subsurface landfill gas and spread throughout the landfill. Subsurface fires occur deeper
within the landfill, involve material buried for months or years, and can burn for days and months.
The following is a brief summary of some incidents involving landfill gas migration from landfills:
2007 Four employees died as a result of exposure to high concentrations of hydrogen sulfide while
attempting to repair a leachate pump at a C&D landfill in Superior, Wisconsin (Journal of
Environmental Heath 2008).
1999 An 8-year old girl was burned on her arms and legs when playing in an Atlanta, Georgia
playground. The area was reportedly used as an illegal dumping ground many years ago (Atlanta
Journal -Constitution 1999).
1994 While playing soccer in a park built over an old landfill in Charlotte, North Carolina, a woman was
seriously burned by a methane explosion (Charlotte Observer 1994).
1987 Offsite landfill gas migration is suspected to have caused a house to explode in Pittsburgh,
Pennsylvania (EPA 1991).
1984 Landfill gas migrated to and destroyed one house near a landfill in Akron, Ohio. Ten houses were
temporarily evacuated (EPA 1991).
1983 An explosion destroyed a residence across the street from a landfill in Cincinnati, Ohio. Minor
injuries were reported (EPA 1991).
1975 In Sheridan, Colorado, landfill gas accumulated in a storm drain pipe that ran through a landfill. An
explosion occurred when several children playing in the pipe lit a candle, resulting in serious
injury.

1969 Methane gas migrated from an adjacent landfill into the basement of an armory in Winston-Salem,
North Carolina. A lit cigarette caused the gas to explode, killing three men and seriously injuring
five others (USACE 1984).
10

SECTION 5 - Landfill Gas Monitoring Wells
Locations
Landfill gas monitoring well locations will be site specific depending upon site geology, depth to
groundwater, surface water features, on -site and off -site structures and sensitive receptors. The landfill
gas monitoring wells must be spaced no more than 500 feet apart depending upon site specifics. A readily
accessible, unobstructed path must be maintained so that landfill gas monitoring wells are always
accessible using four-wheel drive vehicles. Regardless of site specifics, the permittee must obtain
approval from the Solid Waste Section for the design and installation of any landfill gas monitoring well
system.
Well Construction and Installation
Landfill gas monitoring wells are the same as groundwater monitoring wells with two exceptions. Landfill
gas monitoring wells are installed just above the water table within the unsaturated zone and are equipped
with a stopcock valve or a quick connect coupling on the cap, which allows for accurate landfill gas
measurements. The stopcock valve must be equipped with flexible tubing and a barb connection that will
fit the gas meter's inlet tube. The stopcock valve or a quick connect coupling must be closed between
monitoring events. The landfill gas monitoring well must also be capped, locked, and labeled with a
permanently affixed identification plate stating the well contractor name and certification number, date of
well competition, total depth of well, screen length and well ID number. See detailed schematics of a
landfill gas monitoring well (Figure 1).
The depth of each landfill gas monitoring well will be site specific depending upon depth to groundwater.
Landfill gas monitoring wells must be constructed the same as groundwater monitoring wells as described
in 15A NCAC Subchapter 2C. Typically landfill gas monitoring wells must be installed using 2" PVC
piping and screen. The screen length, also site specific, must span the majority of the unsaturated zone
while still allowing for proper well construction. A North Carolina Licensed/Professional Geologist must
be present to supervise the installation of all landfill gas monitoring wells. The exact locations, screened
intervals, and nesting of the wells must be approved by the Solid Waste Section Hydrogeologist prior to
landfill gas monitoring well installation. Each landfill gas monitoring well must be surveyed for location
and elevation by a North Carolina Registered Land Surveyor. Within thirty (30) days of the completed
construction of each new landfill gas monitoring well, the well construction record (Division of Water
Quality form GW-Ib) and the boring log/well detail diagram of each well must be submitted to the Solid
Waste Section. The submittal must also include a scaled topographic map showing the location and
identification of new, existing and abandoned landfill gas monitoring wells.
Nested and Clustered Landfill Gas Monitoring Wells
Nested and/or clustered landfill gas monitoring wells may be required in unsaturated zones of 45 feet or
more to measure specific depths of the unsaturated zone. Initially, the installation of one long screen shall
be sufficient. If a monitoring event shows an exceedance of the lower explosive limit, then the Solid
Waste Section may require the installation of nested and/or clustered landfill gas monitoring wells.
Abandonment of Wells
An abandonment record must be submitted to the Solid Waste Section within 30 (thirty) days of the
abandonment of a landfill gas monitoring well. The landfill gas monitoring well(s) must be overdrilled
and sealed with grout in accordance with 15A NCAC 2C .0113(d) and certified by a North Carolina
Licensed/Professional Geologist.
11

Professional Certification
The certification statement below must be signed and sealed by a Professional Geologist and submitted
with the Landfill Gas Monitoring Plan.
The landfill gas monitoring plan for this facility has been prepared by a qualified geologist who is
licensed to practice in the State of North Carolina. The plan has been prepared based on first-hand
knowledge of site conditions and familiarity with North Carolina solid waste rules and industry
standard protocol. This certification is made in accordance with North Carolina Solid Waste
Regulations, indicating this Landfill Gas Monitoring Plan should provide early detection of any
release of hazardous constituents to the uppermost aquifer, so as to be protective of public health
and the environment. No other warranties, expressed or implied, are made.
Signed
Printed
Date
Not valid unless this document bears the seal of the above mentioned licensed professional.
12

Figure 1— Landfill Gas Monitoring Well Detail
SAMPLING PORT
WELL CAP
(NOT CEDED)
f
� r �
f X
I M
i r
WELL TAC (INCLUDE THE
FOLLDWINC INFORMATION) _
WELL ID.:
DRrLLING COMPANY:
DATE OF INSTALLATION:
TOTAL DEPTH:
CONSTRJuTION DETAILS: 3'
4a4' L(XKABLE STEEL CASING
(3' WIN_ STICK UP WITH LOCKING
COVER)
CAP AND SAMPLING PORI
"—PERFORATED PVC
RISER
CONCRETE 1-140
"-- BENTO °I TE PELLET SEAL
(HYDRATED PER MFG. SPECS)
GRWT SEAL
(CEMENT AND SODIUM BENTONITE)
SEDIMENT
SEASONAL HIGH WATER TABLE
13

SECTION 6 — Landfill Gas Monitoring Instrumentation
The person using the landfill gas monitoring instrument must understand the principles of operation and
follow the manufacturer's instructions. This includes calibrating the instrument according to the
manufacturer's specifications. Include the following on the top portion of the landfill gas monitoring
form (See example below) : facility name, permit number, type and serial number of gas monitoring
instrument, calibration date of the instrument, date and time of field calibration, type of gas used for field
calibration (15115 or 35150), expiration date of field calibration gas canister, date of landfill gas
monitoring event, name and position of sample collector, pump rate of instrument being used, ambient air
temperature, and general weather conditions. Verification that the equipment was calibrated in
accordance with the manufacturer's specifications is also required. When determining which field
calibration gas to use, take into consideration the expected levels of methane in the landfill gas monitoring
wells. If the methane levels are expected to be low, use the 15115 gas canister (15% CO2/15% C114). If
the methane levels are expected to be high, use the 35150 gas canister (35% CO2/50% CH4).
For every landfill gas monitoring well, please include the following: verification of sample tube purge
prior to each sample taken (should be one minute), the time pumped in seconds (should be at least one
minute), barometric pressure, time stabilized reading collected, percent lower explosive limit, percent
methane by volume, percent oxygen, percent carbon dioxide, and any observations or comments. Most
modern gas monitoring instruments will measure percent oxygen and carbon dioxide in addition to the
methane and display the results on the same instrument. Recording the levels of percent oxygen and
carbon dioxide should require little or no extra effort.
The landfill gas monitoring data form (See example below) and results should be retained in the facility's
operating record unless an exceedance has occurred and/or is requested by the Solid Waste Section.
Landfill gas monitoring readings from non -calibrated or inaccurately calibrated instruments are not
reliable, and will therefore be rejected by the Solid Waste Section. Landfill gas monitoring readings
collected with monitoring equipment that was not designed for landfill gas monitoring will also be
rejected by the Solid Waste Section. There are several different landfill gas monitoring instruments on
the market which may be used in order to obtain all of the information required by the Solid Waste
Section.
Monitoring Times
Monitoring times are also important when conducting landfill gas monitoring. Proper landfill gas
monitoring should include sampling during times when landfill gas is most likely to migrate. Landfill gas
can migrate and accumulate not only in landfill gas monitoring wells; it can also migrate and accumulate
in buildings and other structures. Because subsurface gas pressures are considered to be at a maximum
during the afternoon hours, monitoring should be conducted in the afternoon or whenever the barometric
pressure is low.
Scientific evidence also indicates that weather and soil conditions influence the migration of landfill gas.
Barometric pressure and precipitation have significant effects on landfill gas migration. Increased
barometric pressure generates decreased landfill gas venting from the subsurface, until the pressure within
the subsurface is greater than the atmospheric (barometric) pressure. On the other hand, when the
barometric pressure decreases, the landfill will vent the stored gas until a pressure equilibrium is reached.
Capping of a landfill can influence the effect of barometric pressure on landfill gas migration. Generally,
a more permeable landfill cap will allow greater influence by barometric pressure than a less permeable
14

landfill cap. As a result, landfill gas monitoring should be conducted when the barometric pressure is low
and soils are saturated. During the winter season when snow cover is just beginning to melt or when the
ground is frozen or ice covered, landfill gas monitoring should be conducted when the barometric
pressure is low.
Landfill Gas Sampling Procedures
Any accumulation of landfill gas in the landfill gas monitoring wells is the result of landfill gas migration.
The following procedure is a recommended example for conducting landfill gas monitoring well
sampling, but always read and follow the manufacturer's instructions because each instrument will be
different.
Step 1— Calibrate the instrument according to the manufacturer's specifications. In addition, prepare the
instrument for monitoring by allowing it to properly warm up as directed by the manufacturer. Make sure
the static pressure shows a reading of zero on the instrument prior to taking the first sample.
Step 2 — Purge sample tube for at least one minute prior to taking reading. Connect the instrument tubing
to the landfill gas monitoring well cap fitted with a stopcock valve or quick connect coupling.
Step 3 — Open the valve and record the initial reading and then the stabilized reading. A stable reading is
one that does not vary more than 0.5 percent by volume on the instrument's scale.
Step 4 - Record the stabilized reading including the oxygen concentration and barometric pressure. A
proper reading should have two percent oxygen by volume or less. If levels of oxygen are higher, it may
indicate that air is being drawn into the system giving a false reading.
Step 5 — Turn the stopcock valve to the off position and disconnect the tubing.
Step 6 — Proceed to the next landfill gas monitoring well and repeat Steps 2 — 5.
Landfill Gas Constituent Sampling and Analysis
Sampling of landfill gas to determine volume percentages/concentrations of each constituent can be
accomplished through the use of canisters which are specifically designed for landfill gas analysis.
Several analytical methods are available to determine the concentrations of a variety of constituents.
Typically, landfill gas analysis of this type is performed to determine the non -methane organic
compounds emission rate for Tier 2 testing under the Clean Air Act (Title V Subpart WWW 60.754).
Isotropic identification of landfill methane can be accomplished to identify one source of methane from
another. In this case, isotopes of carbon and hydrogen in the methane are analyzed to determine the
methane source.
15

SECTION 7 - References
Agency for Toxic Substances & Disease Registry. "Landfill Gas Primer- An Overview for Environmental
Health Professionals. 2001." http://www.atsdr.cdc.gov/HAC/landfill/html/toc.html (accessed February 24.
2010).
California Environmental Protection Agency. "Landfill Gas Monitoring Well Functionality at 20
California Landfills, 2008".
Florida Department of Environmental Protection. Gas Management Systems, under Rule 62-701.530.
http://www.dep.state.fl.us/waste/quick topics/rules/default.htm (accessed February 24, 2010).
Missouri Department of Natural Resources, Flood Grant Team. "An Analysis of Landfill Gas Monitoring
Well Design and Construction, 2007". http://www.clu-
in.org/conf/itrc/direcipush/prez/Missouri_Study.pdf (accessed February 24, 2010).
Missouri Department of Natural Resources. "Design and Construction of Landfill Gas Monitoring Wells".
Wisconsin Department of Natural Resources. Environmental Monitoring for Landfills, under Chapter NR
507.22.
"Landfill Gas -an Overview" Landfill-gas.com. Web, 22, Feb. 2010
17

SECTION 8 — Suggested Outline for a Landfill Gas Monitoring Plan
1. Introduction
1.1. Background (project overview, site observations, NCDENR rules referenced)
1.2. Site Geology with discussion of groundwater depth and flow (potentiometric surface map)
1.3. Regulatory Limits
2. Landfill Gas Monitoring
2.1. Landfill Gas Monitoring Well Locations (discussion of reasoning behind proposed locations,
discussion of well construction, reference map showing proposed locations, reference table
displaying well ID, well depth, screen interval and depth to groundwater)
2.2. Structure and Ambient Sampling
2.3. Landfill Gas Monitoring Frequency
3. Landfill Gas Sampling Procedures
3.1. Detection Equipment Used (discussion of calibration procedures)
3.2. Landfill Gas Sampling Procedure
4. Record Keeping and Reporting
4.1. Landfill Gas Monitoring Data Form
4.2. Sampling Reports
4.3. Permanent Record Keeping
5. Contingency Plan
6. Certification of Professional Geologist
7. Certification of Registered Land Surveyor
Figures
Map displaying proposed landfill gas monitoring well locations
Potentiometric Surface Map
Diagram showing construction of stopcock valve or quick connect coupling on well cap
Diagram showing well construction of each landfill gas monitoring well
Table
Table displaying well ID, well depth, screen interval, depth to groundwater
Example of landfill gas monitoring data form
18

SECTION 9 - Checklist of Items to be Included in a Landfill Gas Monitoring Plan
1. Depth to groundwater discussion
2. Well locations
a. Number of wells
b. Well spacing
3. Instrumentation being used
a. Calibration procedures
4. Sampling procedures as per the manufacture's instructions
5. Map of well locations
6. Table describing each well location
a. Well ID
b. Well depth
c. Screen interval
d. Depth to groundwater
e. Subsurface lithology
7. Diagram of cap construction w/ stopcock valve or quick connect coupling
8. Diagram of well construction
9. Potentiometric surface map
10. Professional Geologist certification
11. Registered Land Surveyor certification
19

NC Division of Waste Management - Solid Waste Section
Landfill Gas Monitoring Data Form
Notice: This form and any information attached to it are 'Public Records" as defined in NC General Statute 132-1. As such, these documents are
available for inspection and examination by any person upon request (NC General Statute 132-6).
Facility Name: Permit Number:
Sampling Date: NC Landfill Rule (.0500 or. 1600):
Sample Collector Name & Position:
Gas Meter Type & Serial Number:
Field Calibration Date & Time:
Field Calibration Gas Type (15115 or 35/50):
Gas Meter Pump Rate:
Gas Meter Calibration Date:
Calibration Gas Canister Expiration Date:
Ambient Air Temperature: Barometric Pressure (in. or mm Hg): Weather Conditions:
Instructions: Under "Location or LFG Well", list monitoring well # or describe monitoring location (e.g., inside field office).
Attach a test location map or drawing. Report methane readings as both % LEL and % CH4 by
volume. Convert % CH4 (by volume) to % LEL as follows: % methane (by volume) x 20 = % LEL.
*Hydrogen Sulfide (H2S) gas monitoring may be required for Construction & Demolition Landfills
(CDLFs). See individual permit conditions and/or Facility LFG monitoring plan.
Location or
LFG Well ID
S ample
Tube
Purge
Time of
Day
Time
Pumped
(sec)
Initial
% LEL
Stabilized
% LEL
% CH4
(volume)
volume
% 02
(volume)
% CO2
(volume)
% H2S*
(volume)
NOTES
NOTE: If needed, attach additional data forms to include additional LFG monitoring data locations for the facility.
ACTION LEVELS: Methane: >1.25% by volume (inside structures) AND >5% by volume (at facility boundary)
Hydrogen Sulfide: >1% by volume (inside structures) AND >4% by volume (at facility boundary)
Certification
To the best of my knowledge, the information reported and statements made on this data submittal and
attachments are true and correct. I am aware that there are significant penalties for making any false statement,
representation, or certification including the possibility of a fine and imprisonment.
SIGNATURE
TITLE
Revised —August 23, 2021

ATTACHMENT C
NCDEQ SOLID WASTE SECTION LANDFILL GAS MONITORING FORM
Civil & Environmental Consultants. Inc.

UPDATED WATER QUALITY MONITORING PLAN
ANSON WASTE MANAGEMENT FACILITY
375 DOZER DRIVE
POLKTON, NORTH CAROLINA 28135
ANSON COUNTY
FACILITY PERMIT NO.0403
Prepared For:
CHAMBERS DEVELOPMENT OF NORTH CAROLINA, INC.
A WHOLLY OWNED SUBSIDIARY OF WASTE CONNECTIONS, INC.
265 BROOKVIEW CENTER WAY, SUITE 205
KNOXVILLE, TENNESSEE 37919
Prepared By:
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
3701 ARCO CORPORATE DRIVE, SUITE 400
CHARLOTTE NORTH CAROLINA 28273
�ir'Ns�4
March 17, 2023
Donald M. Cobb, P.G.
Project Manager
CEC Project No. 165-276
March 2023
Nathan T. Bivins, P.E.
Senior Project Manager
4� MIAW
AV
Civil & Environmental Consultants, Inc.
3701 Arco Corporate Drive, Suite 400 1 Charlotte, NC 28273 1 p: 980-237-0373 f: 980-237-0372 1 www.cecinc.com

TABLE OF CONTENTS
1.0 PURPOSE...........................................................................................................................I
2.0 SITE DESCRIPTION AND BACKGROUND................................................................2
2.1 Physical Setting....................................................................................................... 2
2.2 Groundwater Well Locations.................................................................................. 3
3.0 GROUNDWATER MONITORING PLAN....................................................................4
3.1 Well Water Level Gauging..................................................................................... 4
3.2 Well Purging........................................................................................................... 4
3.3 Groundwater Sample Collection............................................................................. 5
3.4 Groundwater Sample Analytical Procedures.......................................................... 5
4.0 SURFACE WATER MONITORING PLAN..................................................................7
5.0 LEACHATE MONITORING PLAN...............................................................................9
6.0 ENHANCED LINER SYSTEM MONITORING PLAN.............................................10
7.0 WATER QUALITY MONITORING REPORTING...................................................11
7.1 Monitoring Report Format.................................................................................... 11
7.2 Notification of Constituent Exceedance............................................................... 11
7.2.1 NC Groundwater Quality Standards..........................................................12
7.2.2 Interim Maximum Allowable Concentration (IMAC)...............................13
8.0 REFRENCES...................................................................................................................14
FIGURES
Figure 1 —
Existing Groundwater Well Locations
Figure 2 —
Proposed Groundwater Well Locations
Figure 3a
— Deep Water Table Potentiometric Map
Figure 3b
— Shallow Water Table Potentiometric Map
ATTACHMENTS
Appendix A — Water Quality Monitoring Location Map
Appendix B — NCDEQ Solid Waste Section Guidelines for Groundwater, Soil, and Surface
Water Sampling
Appendix C — NCDEQ Solid Waste Section Monitoring Report Memos and Forms
Civil & Environmental Consultants. Inc. -i- Water Quality Monitoring Plan
March 2023

1.0 PURPOSE
The Updated Water Quality Monitoring Plan for Anson Waste Management Facility has been
updated to include recent changes in the layout of future phases at the facility, as well as the
addition of future Phase 5. This plan updates the previous Water Quality Monitoring Plan for Phase
3 and Phase 4 prepared by SCS Engineers and dated December 1, 2015. The purpose of this plan
is to identify the current monitoring network, methods, and procedures to be used to effectively
monitor groundwater and surface water quality in the uppermost aquifer present at the subject site
that is representative of 1) background groundwater quality, and 2) groundwater quality passing
the relevant point of compliance at appropriate locations down gradient of proposed landfilling
operations. This plan includes sections describing: 1) groundwater detection monitoring; 2) well
gauging, purging, and sampling procedures; 3) surface water monitoring; 4) leachate sampling; 5)
analytical methods; and 6) data evaluation and reporting requirements set forth by the North
Carolina Department of Environmental Quality (NCDEQ) — Solid Waste Section (SWS).
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2.0 SITE DESCRIPTION AND BACKGROUND
The Anson Waste Management Facility is situated in the south-central portion of Anson County,
North Carolina. The landfill facility is classified as a municipal solid waste (MSW) landfill and
operates under Permit Number 0403-MSWLF-2010. Development of the landfill facility is
progressing incrementally in five phases with each phase being comprised of smaller cells. The
general intent is to construct a phase incrementally within the landfill when needed. Permits to
Construct for Phase 1 and Phase 2 expansions were issued by the North Carolina Division of
Environmental Quality (NCDEQ) Solid Waste Section (SWS) in 2000 and 2008, respectively. The
footprint of Phase 1 is approximately 40.38 acres, and Phase 2 consists of 32.78 acres. Both of
these existing phases are currently operational. A Permit to Construct Application for Phases 3
and 4 was completed by Civil & Environmental Consultants, Inc. (CEC) in November 2016, and
approved by NCDEQ on March 26, 2018. Phases 3 and 4 will include a total of 60 acres, bringing
the total landfill area to 133 acres. The facility owner has recently initiated the preliminary site
suitability studies for the subject Phase 5 expansion landfill area.
The preliminary Phase 5 expansion footprint contains approximately 83 acres. A detailed site map
is attached as Figure 1 that depicts the preliminary Phase 5 boundaries and the locations of
permanent monitoring wells.
2.1 PHYSICAL SETTING
The site is bounded on the northwest by Brown Creek, on the east by Pinch Gut Creek, and on
the south by a CSX rail line. The immediate surrounding area is rural and primarily wooded.
There is limited residential development south of the landfill facility. The site consists of a
series of rolling hills that reach elevations of ±300 feet above mean sea level and low-lying areas
adjacent to Brown and Pinch Gut Creeks at an elevation low of approximately 240 feet above sea
level. Generally, surface drainage from the landfill facility is to the northwest toward Brown
Creek and northeast toward an unnamed tributary of Pinch Gut Creek.
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2.2 GROUNDWATER WELL LOCATIONS
There are 23 groundwater monitoring wells for this site, including three up gradient wells that
serve as background wells: MW-ID, MW-2S and MW-2D. Compliance well clusters at the site
are located based on former drainage features, and monitor the upper saprolite aquifer and the
upper bedrock aquifer: MW-3S, MW-3D, MW-4S, MW-4D, MW-5S, MW-5D, MW-8S, and
MW-8D. The following wells are also located to focus on draining features that align with the
regional joint pattern visible in the topography, MW-9S, MW-10S, MW-115, MW-125, MW-135,
MW-165, MW-175, MW-185, MW-19S and MW-205. These wells do not exceed "auger refusal"
depth, therefore they remain in the shallow saprolite aquifer. Wells MW-14D and MW-15D are
installed in the upper bedrock aquifer due to a shallow top -of -bedrock depth (MW-14D) and not
encountering groundwater within the upper saprolite region, necessitating installing within the
deeper upper bedrock aquifer (MW-15D). Four wells (MW-6S/D and MW-7S/D) formerly located
within Phase 2 area were abandoned.
Note that the suffixes "S" and "D" are used to denote whether a well was installed within the upper
saprolite aquifer ("S" wells) or the upper bedrock aquifer ("D" wells). While wells installed within
the upper bedrock aquifer tend to be deeper, this is not always the case.
MW-13S through MW-20S were installed as part of the Design Hydrogeologic Investigation for
the Phase 5 landfill expansion area, conducted in 2017 by CEC. These wells were installed at the
general locations specified in the current Water Quality Monitoring Plan. However, these
locations fall within the phase limits of the Phase 5 expansion area and, as such, will need to be
relocated prior to the start of construction activities in Phase 5. The proposed locations for
relocation are presented in Figure 2.
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3.0 GROUNDWATER MONITORING PLAN
Well clusters MW-3S/D, MW-4S/D, MW-5S/D, and MW-8S/D were implemented to observe the
shallow saprolite aquifer, as well as the deeper upper bedrock aquifer. In 2012, the Solid Waste
Section authorized a modification to the Water Quality Monitoring Plan to only monitor
groundwater wells installed within the uppermost aquifer system, therefore wells MW-31), MW-
41), MW-51), and MW-813 are for water level gauging purposes. The wells included in the
groundwater sampling events are MW-ID, MW-2S, MW-213, MW-3S, MW-4S, MW-5S, MW-
8S, MW-9S, MW-10S, MW-115, MW-125, MW-135, MW-141), MW-15D, MW-165, MW-175,
MW-185, MW-19S and MW-205.
Per the 2012 modification to the Water Quality Monitoring Plan, in the event that there is
insufficient water present in the associated upper saprolite aquifer wells to yield a sample, upper
bedrock aquifer wells will be sampled instead.
3.1 WELL WATER LEVEL GAUGING
Each time groundwater is sampled at the facility, well water levels will be gauged prior to well
purging and sample collection. Gauging of the well network at the facility will be performed within
a 24-hour period of time to avoid temporal variations in groundwater flow. Well gauging will be
performed in general accordance with the Solid Waste Section Guidelines for Groundwater, Soil,
and Surface Water Sampling (Revised April 2008) ("SWS Sampling Guidelines") included as
Attachment C.
3.2 WELL PURGING
Well purging will be performed in general accordance with the attached SWS Sampling Guidelines
(see Attachment C). Prior to sample collection, each well to be sampled will be purged using the
dedicated pump system already installed (wells MW-ID, MW-2S, MW-21), MW-3S, MW-4S,
MW-5S, and MW-8S), a low -flow peristaltic pump, low -flow submersible, or a dedicated
TeflonTM bailer until field parameters stabilize or until three well volumes have been purged. Field
parameters (i.e., pH, temperature, specific conductance, dissolved oxygen, oxidation-reduction
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potential, and turbidity) will be measured and recorded at the initiation of purging and upon the
removal of each well volume, and these field- measured data will be incorporated into the Water
Quality Monitoring Report. Wells will be adequately purged prior to sample collection to ensure
the sample representative aquifer formation water rather than stagnant water.
To calculate well volumes for a two-inch diameter monitoring well, the volume of water present
will be determined using the following equation:
Well Volume (Gallons) = 0.16h where h is the height of the water column in the well.
Wells that demonstrate sufficient recharge will be purged as outlined above; however, some wells
may be pumped or bailed dry. In this case, the well will be allowed to recharge a minimum of 60
percent of its static water level prior to collecting the sample.
3.3 GROUNDWATER SAMPLE COLLECTION
Groundwater samples will be collected from each targeted monitoring well in general accordance
with the attached SWS Sampling Guidelines (see Attachment C). Samples will be collected as
soon as practical and within 24 hours of the completion of well purging. Groundwater samples
will be collected in laboratory -supplied sample containers that will be properly labeled, placed on
ice in an insulated cooler, and either hand -delivered, picked up by laboratory courier, or shipped
overnight by express courier service to a North Carolina -certified laboratory. Proper chain -of -
custody documentation will be maintained from field sample collection through laboratory
analysis. After sample collection, the expansion cap for each monitoring will be inserted into the
riser and the steel protective casing will be secured with a lock.
3.4 GROUNDWATER SAMPLE ANALYTICAL PROCEDURES
The detection monitoring program will include monitoring for the constituents listed in Appendix
I of 40 CFR Part 258. In a memorandum dated May 29, 2018, NCDEQ required that all
groundwater and surface water samples collected at landfills after July 1, 2018, be analyzed for
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1,4-dioxane. The following analytical methods will be used to analyze groundwater samples for
Appendix I and 1,4-dioxane:
Appendix I VOCs EPA Method 8260 or equivalent method
Appendix I Metals EPA Method 6010 or equivalent method
1,4-dioxane EPA Method 8260 or equivalent method
Specific conductance, pH, temperature, dissolved oxygen, oxidation-reduction potential, and
turbidity will be measured with appropriate and properly calibrated water quality field instruments.
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4.0 SURFACE WATER MONITORING PLAN
Four surface water monitoring points have been routinely sampled along on -site Pinch Gut Creek
and Brown Creek. The approximate sample locations are indicated on the Water Quality
Monitoring Location Map in Attachment B. Two monitoring points are collected upstream (BG-
1 and BG-2) and two are collected downstream of each creek (SG-3 and SG-4). The creeks are
sampled in order to evaluate potential impact to surface water quality from surface runoff or
groundwater discharge from the landfill areas. The actual sampling points within the streams will
be located in areas of minimum turbulence and aeration. Surface water samples will be collected
in general accordance with the attached SWS Sampling Guidelines (see Attachment C). No
additional surface sampling locations are necessary as part of this Updated Water Quality
Monitoring Plan.
Sampling Directly Into Sample Container
If possible, the sample will be collected directly into the laboratory -supplied sample container. This
method will be used when practical for collecting grab samples for immediate in -situ field analyses
and when the laboratory -supplied sample containers do not contain preservatives. Sample containers
containing premeasured amounts of preservatives will not be used to collect grab samples.
Sampling with an Intermediate Vessel or Container
When a sample cannot be collected directly into the laboratory -supplied sample container, an
unpreserved sample container or an intermediate vessel (e.g., beakers, buckets or dippers) will be
used to obtain the sample. The intermediate vessel will be rinsed with ample amounts of site water
prior to collecting the first sample.
Sample containers will be properly labeled, placed on ice in a portable cooler, and either hand -
delivered, picked up by laboratory courier, or shipped overnight by express courier service to a
North Carolina -certified laboratory for subsequent analytical testing. In a memorandum dated May
29, 2018, NCDEQ required that all groundwater and surface water samples collected at landfills
after July 1, 2018, be analyzed for 1,4-dioxane. Surface water samples will be analyzed for the
constituents listed in Appendix I of 40 CFR Part 258, 1,4-dioxane, specific conductance, pH,
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temperature, and turbidity. The analytical methods listed in Subsection 3.4 will be followed in
analyzing the surface water samples.
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5.0 LEACHATE MONITORING PLAN
One leachate sample from the leachate collection system is to be collected on a semi-annual basis.
This sample is to be analyzed for the 40 CFR Part 258 Appendix I list of constituents, biochemical
oxygen demand (BOD), chemical oxygen demand (COD), nitrate/nitrite, ammonia, cyanide,
mercury, phenolics, phosphorus, sulfate, total Kjeldahl nitrogen (TKN), oil and grease, and total
suspended solids (TSS). The following analytical methods will be used to analyze leachate
samples:
Appendix I VOCs
EPA Method 8260 or equivalent method
Appendix I Metals
EPA Method 6010 or equivalent method
BOD
Standard Method 5210 or equivalent method
COD
Standard Method 5220 or equivalent method
Nitrate/Nitrite
EPA Method 353.2 or equivalent method
Ammonia
EPA Method 350.1 or equivalent method
Cyanide
EPA Method 9012 or equivalent method
Mercury
EPA Method 7470 or equivalent method
Phenolics
EPA Method 420.1 or equivalent method
Phosphorus
EPA Method 365.4 or equivalent method
Sulfate
EPA Method 300.0 or equivalent method
TKN
EPA Method 351.2 or equivalent method
Oil and Grease
EPA Method 1664 or equivalent method
TSS
Standard Method 2540 or equivalent method
Specific conductance, pH, and temperature will be measured with appropriate and properly
calibrated water quality field instruments.
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6.0 ENHANCED LINER SYSTEM MONITORING PLAN
An evaluation should be made on a semi-annual basis of the free liquid removed from the Enhanced
Liner System (ELS) sumps present at the site. The ELS is a leak detection layer incorporated into
Phase I, but not subsequent cells. This evaluation should include a summary of the volume of liquid
removed from the sumps during the preceding six-month period. Samples should be collected and
analyzed for the 40 CFR Part 258 Appendix I list of constituents. The following analytical
methods will be used to analyze leachate samples:
Appendix I VOCs EPA Method 8260 or equivalent method
Appendix I Metals EPA Method 6010 or equivalent method
Additionally, specific conductance, pH, and temperature will be measured with appropriate and
property calibrated water quality field instruments.
The results of the evaluation and laboratory analysis should be included in each semi-annual water
quality monitoring report.
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7.0 WATER QUALITY MONITORING REPORTING
7.1 MONITORING REPORT FORMAT
In accordance with 15A NCAC 13B .1632, a monitoring report will be submitted to the SWS
within 120 days of completing a semi-annual water quality sampling event. One copy will be in
electronic format, that will include the following information: 1) a completed Solid Waste
Environmental Monitoring Data Form; 2) local USGS topographic map; 3) a potentiometric
surface map for the current sampling event that also includes surface water sampling locations; 4)
field data sheets and summary tables; 5) NC certified analytical data reports with QA/QC
information and summary tables; 6) laboratory and field data submitted in accordance with the
EDD Template; and 7) any other pertinent information related to the sampling event.
Water quality monitoring reporting will comply with SWS guidance provided on the NCDEQ
SWS website http://deq.nc.gov/about/divisions/waste-management/waste-management-permit-
guidance/solid-waste-section/environmental-monitoring. The following links are provided on the
website:
1) Solid Waste Environmental Monitoring Data Form;
2) Electronic Data Deliverable (EDD) Template;
3) October 2007 Memo;
4) October 2006 Memo;
5) Addendum to the October 2006 Memo; and
6) May 2018 Memo.
A hardcopy of each of the above documents is provided in Attachment D.
7.2 NOTIFICATION OF CONSTITUENT EXCEEDANCE
In accordance with 15A NCAC 13B .1635, assessment is required if one or more constituents, as
listed in Rule .1633(c) are detected above the current ground -water quality standards in accordance
with Appendix I of 40 CFR Part 258, in any sampling event. After obtaining the results from the
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Civil & Environmental ConsUEtan[s, Inc. March2023

initial and subsequent sampling events, the owner or operator must submit an assessment
monitoring report to the Division which must be certified by a Licensed Geologist.
Rule .1634(f)(2) states the owner or operator may demonstrate that a source other than a MSWLF
caused the contamination. An alternate source demonstration report must be prepared by a certified
Licensed Geologist and submitted for approval by the Division. A copy of the approved report
must also be placed in the operating record. If a successful demonstration is made, the owner or
operator may discontinue assessment monitoring, and may return to detection monitoring if the
constituents are at or below background values and 15A NCAC 02L .0202 or approval is given by
the Division according to Rule .1634(b). Until a successful demonstration is made, the owner or
operator must comply with Rule .1634(f)(1).
According to Rule .1634(e), the Division may give approval to the owner or operator to return to
detection monitoring if:
The concentrations of all Appendix II constituents are shown to be at or below background
values and 15A NCAC 02L .0202 for two consecutive sampling events;
Where constituents at the relevant point -of -compliance boundary are consistently detected above
background levels, listed 15A NCAC 02L .0202 groundwater quality standards, and the approved
groundwater protection standards, the landfill facility must initiate an Assessment of Corrective
Measures.
7.2.1 NC Groundwater Quality Standards
The 15A NCAC 02L .0202 Groundwater Quality Standards are the maximum allowable
concentrations resulting from any discharge of contaminants to the land or waters of the state,
which may be tolerated without creating a threat to human health or which would otherwise render
the groundwater unsuitable for its intended best usage. The groundwater quality standards for
contaminants are specified in Paragraphs (g) and (h) of this Rule, except that:
-12- Water Quality Monitoring Plan
Civil & Environmental ConsUEtan[s, Inc. March2023

(1) Where the standard for a substance is less than the practical quantitation limit, the detection
of that substance at or above the practical quantitation limit constitutes a violation of the standard.
(2) Where two or more substances exist in combination, the Director shall consider the effects
of chemical interactions as determined by the Division of Public Health and may establish
maximum concentrations at values less than those established in accordance with Paragraphs (c),
(g), or (h) of this Rule. In the absence of information to the contrary, in accordance with Paragraph
(d) of this Rule, the carcinogenic risks associated with carcinogens present shall be considered
additive and the toxic effects associated with noncarcinogens present shall also be considered
additive.
(3) Where naturally occurring substances exceed the established standard, the standard shall
be the naturally occurring concentration as determined by the Director.
7.2.2 Interim Maximum Allowable Concentration (IMAC)
For substances which are not naturally occurring and for which no standard is specified shall not
be permitted in concentrations at or above the practical quantitation limit in Class GA or Class
GSA groundwaters. Any person may petition the Director to establish an interim maximum
allowable concentration (IMAC) for a substance for which a standard has not been established
under this Rule. The petitioner shall submit relevant toxicological and epidemiological data, study
results, and calculations necessary to establish a standard in accordance with Paragraph (d) of this
Rule. Within three months after the establishment of an IMAC for a substance by the Director, the
Director shall initiate action to consider adoption of a standard for that substance.
Current IMACs are published in Appendix # 1 of 15A NCAC Subchapter 2L Sections .0100, .0200,
and .0300 Classifications and Water Quality Standards Applicable to the Groundwaters of North
Carolina, effective January 1, 2010.
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Civil & Environmental ConsUEtan[s, Inc. March2023

8.0 REFRENCES
• Water Quality Monitoring Plan: Sampling and Analysis Plan Update, Phase 2 (Revision
1); David Garrett & Associates; September 8, 2008;
• Water Quality Monitoring Plan: Sampling and Analysis Plan Update With Sampling
Location Amendments, Phase 2 (Revision 2); David Garrett & Associates; September 28,
2012;
• Design Hydrogeologic Investigation Report, Anson Waste Management Facility Phases 3
and 4; SCS Engineers, PC; December 1, 2015 (updated February 17, 2017);
• Water Quality Monitoring Plan Update, Anson Phases 1 — 4; SCS Engineers, PC; July 2,
2015; and
• Design Hydrogeologic Investigation Report for the Phase 5 Landfill Expansion Area,
Anson Waste Management Facility; CEC, Inc.; March 13, 2018.
-14- Water Quality Monitoring Plan
Civil & Environmental ConsUEtan[s, Inc. March2023

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1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED
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2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED------------L 1 \ \ \ /,/\�=%—� ��� /// 1 ! ( \
q FROM NC DOT GIS.
3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016. �- ' \\ \
4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS:
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3710644500J, 3710644600J, 3710645500J, 3710645600J.
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FEBRUARY 27, 2016. �� \ \_- GW: // /// // / / // �286.38 / _ \ \ i/ / // IIII/ // k`� ` /// �� �l I / / /l / / / ll�( // 1 /// /�--� 1�� \
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2. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: ---- / //�/ / // //// / ///� �_� // / (�JII MW-8D \ //!''� IIII///%i%j'//%%'�%/////�//// 1��4?O __- J/,/ ( IIIIJI IIII //� IIII IIII IIII IIII IIII ///////// l r(�/ \//////// \ \�
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3710644500J, 3710644600J, 3710645500J, 3710645600J. / / // / - \ \ / 1) ` (�( / /�/ // / /// /// /// ///// / / / // / / / / / // // / // // /// / %// / // // // / , "'��
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3. SEASONAL HIGH WATER TABLE POTENTIOMETRIC CONTOURS ARE --� o I --- / // ////// / / // /��__ -� j /,/�//� /% o / %IIIII (,l �► \� \ \\\ \ -\ \ \ \ �1 I 1 \ \ \ \ \ \ I I `\\\\\I\' `\\� \ / /� j) �` ll„l l/ /Ill l IIII ////�l l/ // / /%IIII/ / / /// \ / / / / / ��- _ _
INTERPOLATED FROM A CORRELATION OF WELL GAUGING DATA FROM A I ( . // � // l �, \\ \\ \\\ \ \\ �\ \( 1 \ \ \\\\ \ \ � / /l // / Ill IIII // �/ / / // l / // / / / / /j )� / / // / -�
- I / / // / / / /� / // // //// /11 Mw- \ \ \\ \ ( \1 I \ \ \\ \ \ \\ / /////', / / // // / / ^/
PERIOD OF 2001-2017. OVER THIS PERIOD, SEASONAL HIGH WATER I \-_�-% // / , / //�/ //// / / �/ //�/// �/ `1' / (\\\\\ \� \�\\\\\ \\\\\\\ \\`\ \ \\ \ \ \\\\ \\\�\\\\ i� �?l �/ /// ////// //// /// // / / / / // ///�////�//// // / / // ( // //%'/ // \ ��\ �\
LEVELS WERE OBSERVED IN APRIL 2016. THE GEOMETRIC MEAN -\ I `..._��' /�/ / /// // % / // /"> / / ( I ( //// // I \ \\\�\\ GW. I \ \\ \\ \ \\\ \ \\\ \\\\ \\\\\\ \\\\\ \\ \\\\\?ram\\\ \ % � ��\\�� \ �ll�l �ll Ill/ //////ll�l / /�� // �l//�/// //// ////�� / / j/� \ // IIII /� / J� -- ) \
DIFFERENCE IN WATER TABLE ELEVATIONS BETWEEN THE SEASONAL HIGH _,\ \\ \`- J// / / / // // ' / / / ' ///� �1 / T / / / �`�ool l (((// ( 1 I \\ \\\ \\' N/A _ J \ \ \ \ �\ \\\ \\\\\� \\\\ \ \\ \\ \\� \\ \ \o\\\\\ �� /// //// / / /// //// ( (I (( //// / // /// 1//// / ///// / / I I
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APRIL 2016 DATA AND THE APRIL 2017 DATA WAS 1.3 FEET. _ \ \� �- / / / / / Q// / I I I I \ \ \ \\ \ \ \ \ \ \\ o\\ \ \\ \\ \ \ // //// / / / // / _
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CONSERVATIVELY, TWO FEET WERE ADDED TO THE PHASE 5 WATER 6+ ( I / / / ///' / / / /// / i 1 \\ \\ \/ \ \ \ \\ \\ \\\\ \ \\ \\ \\\\ \\\ \\ ( (�� J // 111 l l / IIII / /// // / // / 1
o` -) I / / / / / / /// // / // / / / PZ5-19's` / / \1 1 \ \\\\ \\, \\\\ \\\ \ \\ \\\\\\\ \\\\\�\\\\�o:\\\�\ \-, \ \\\ \ \ ����// ////��lIll 11 / l / l l / / ///�/ �/ IIJJ I (I I� /// / / 1 ��� /// / / / /
TABLE ELEVATIONS MEASURED IN MAY 2017 TO APPROXIMATE THE _ / ( / /// / // / // / \ \ \\ \\ \\ \ \\ \\ \\\\\ �' \\ \ \ /� // I l l �/l IIII/ //� //////,Ill I /,IIII/ I I / \ /// / / / / 7 I I I 1
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\ \ \ �) ARTESIAN . ! / ti / / / 1 1 I / 288.40 ��/ ///'/�� / / //-� / \ /// ,, // / (/ / _� C�, / //i �/� //� l / \- /// / / / /// // / / // / / // / / \ �� \ �� /�
--, �, // ,/ V/// / / I I( ( / C ////�� / GW: / \ ////�/� / / / ��i///� 30i�/���/�///%�/l( �-�� \�-�/ /////,/j/ l/l ////////////////�//////�%//// I %/ //� \\\�� \ / l �\ �� \\ /%%/%/ l
\ / / // / /// / / / / / / / / J \ I I I I \ - / , / / �, /� //� 3 //�ii� /�/ / ) / / /% l , ///l l/// /�/ //// l/////// /////////////%/ /// ) 1( //�\\ \ \� \\� \� \\ ///� / /
` /j / \ / / //i // k/ / / / / / / , /� / / / / / / ��� \ \ \ / ///�// / 11,
I / / / / / /// / / /// ' / / / l \ \ % ��'� I /✓ , 296.67 /// / / i�"/3 ////K- � �/ / / / / / / / // // // // /// / /// // \��
I / � / / / _ / J / / / // // // / / /ii / / // / / / �/ / // I / / // I \ 1\\ /\ \ \ / /// I
// / / // //i/ /� 0i/��/�/i ///% // �\\ - / / / / / // / //// / /
/ / / / / ( 1 I I I 1 \\\ // / ) l �� / ///L-/ I (' //�/i �i i 35 /�i/�i //// / �/ /i ��� \\\ ( !` -/ / ////// //////l�l/l�l///// / /// / // /�% ��/� I �� Z� \ \ \ / /// / /
I / / / /// // // / / \ 1 \ \ I \ -- - / / / / �\ Y/ / //////i ,/ II / / /i //i� /�//60/%/� /-- t / // �,/�-�_�\�.� //// /// /l l 11 / / / //��/ I //// / I / // l „\ \ \ \ \� ///j / / ///
/ / / / / / / ,/// ,./ I PZ5-3S \\ \ \ 1 \\ \\\\\� -- 2g0 �- �\ ` (� / ) / o �� / / / / / // /// �// /-\�/ I -, \ - \ \ ��%%//// I /
/ / —� / / / //\�—� \ �� \ �j// /i /�'ii I /i//////� /i3//p //� / /�/i/ /��--� l // / l / / ///
/ / / / / / / / / / / \ \\ \ \ \` �3��-� �-- / / / // / \\����� ///�i/�-�i/� I ) /�i�/ii// / j /ii/�� �/ / / //i/// / �j-\ PHASE 1 \ // //// //// // / / 11/, l// // /// / l /�� / I / / / I l \ \ ,, / /
-, I / 1 / / // / / / 1 / / / / 262.54' \ \ \ \ / / - - -- _� �; / / // / /�/ / / \�1 / //� / / / / / l J /� \- - /ll \ \ \ \ /� I
I I I / l ! / \ \\ \ \ �� � / /// / / / �/ // // / / //i / /�/ / /i/i / // /i/ �i� 1\�\ l> >> / / I /// I /�/////� �/ ///////j / , / / I / / Il `'� \ \ \ I �I
/ I I / I / I I I / I \\ \ /�i/ //i/ /// / / / /� I;- J _-- ////! -\ //�i� /�%�/ //���/� /// //"�f/%;�/ii/�/�/ / %_-_�� \ /////,/i/ice,/%iiii/iiii iii//�/�/i// / / / / / / / / �i �\ \ / l I
1 \ \ \\ ��_- /� > / // / / / / / - -,--— - /i/� /��//j / / / / / / /iiii -_�\\ \>ll�/ / // �// /////// ///////�//// �/� / // l I �i \� I// /�( \�\\ \\ ���/i�/ / / / f
REFERENCE �/ I 1 I. ( / �\ \\ \ oo\ \ \\\ / ���, / // // / / / l / / / /%_-_ === _- `)/��� / //� / //�- / / / s //i9Qi /� / , /�/ _ l I / / / / // / / r / / , �/ / \I \ \ /i/ l
/ / // / / I I // / / / / / / // / // / / /// / / / I /// I (/ \ \ \ / / %� /' / / I
/ /iii//i //////i/iiii/i` 1 / / // / 'S/ //�i i III ///// / // /�///�/ // / //� \ I Ili �\ //i / / / I l /
\ / / ���\\\\ \� \\\ ==-ii/ / l // / / / / // /// / /� --� ) / Z `//'�� /ii'/� ��� ////// j//�/ 0 /���i ---� II I l� �/ / /� ///// / %� /// �/ / // / / \J \, �~ %// / / / //�J
1. EXISTING TOPOGRAPHY WITHIN PHASES 1 AND 2 OF EXISTING LANDFILL \ j/ \ \ \ \� -- �/ // // / / / / �' �' _ / /� -- //�'�/'i/i / /ii'� //�� - / I //// / /��` J _ II �!/ / / / / //�/// / / // /// // //�/ l / \ /
\ - / \ \ \\ /// / / j // // / PZ5 1 D // - / �/- \\ \ /%%i'' / / �� /� � ���i- // l - // / / // /i / / -� \�\ �_ /i / / / / / /
\ / - / / / �Q / l/ I // / / / // // / / // / // / / /// / / / J \� �_/ / / / / / //
WAS PROVIDED AT 2-FT CONTOUR INTERVALS BY INDEPENDENT MAPPING - //\ ` 1 \ �—PZ5-2S / // / // // / -�� \ \ \ / / \/��/ // /i�i����//S 5 J f / ��/ ///////////� Dc ��//l/` // l// l///l / /// /////j j///// /////////////�/ / / // /- �_� \��� �\� ls_�%/ / J Cl /
CONSULTANTS IMC JOB N0. 16030 ; DATE OF AERIAL PHOTOGRAPHY /// \ \ \_- - - ' / / // / / / / / GW. / / --- / // /� / //i �/ i /� ///�/ //// / ii /Q / // l/ / l l/l �// // / / // / / / ( / % / �)� \�
( ) - / \ /i / // / / / /� / - ) / // //i ��i„/�% / f S/�/���// //�/ ���//i / /�%%%�/� \ /�/, l l� 1 J / l // //j/ // / // ///��j//j // /// l / I / / I / // / _ �, /� / / / �\ \ ( ("
" - \ \ // / / �i / /� // // kti \ / / L ll l l /l l ll / // / ll ( // / / �- - / / /-
FEBRUARY 27, 2016, \ \-- GW: // /// /// / / / /� �286.38 / // / I //� �� / / / // / I I/" I 1 / // / / // / // / / // / // / _
285.75 �/ / / / // /----/ �'� �� 1 / , \\/( Mw-sD f /i/�/�/�//���%/iii////ice/ii�j///�//// lll`�¢2p �// / � / II 1 /////// //� //// �,/!// ///�/ l // \ ///Gi// /��— \> \ \ ,/
2. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: --- //� / // l l// I / / // / I^J11 \ / // // /��i / / / // l \ --- J/ ! r / \ /// /// /j \\
/ / /i // l / / / oo I 1 / / ll(\� /�Gw: l /� St /i//' //// /ii'/'/ii'/iii//i//%/�j// (\ ,, I1 11 //J l //ll l /ll lIl / //// //// !l l l/// l///l 1 �// , / //
3710644500J, 3710644600J, 3710645500J, 3710645600J. - / / // //// - \ \ / �/ I 1) �1� ( ( / �/ / //i /// /��// / / / /�/// /// / / !/ / /// / // / // //� /j // I / / / //// / / "'�
\_-- / / / / / / /------ \ )//// ,/ / / lll� N/A \\ (/ / / /// /// // / / /////// / / / / / / /// /// // /// //„ //// / / /// / // \ /// // l
3. SEASONAL HIGH WATER TABLE POTENTIOMETRIC CONTOURS ARE - o / - �� / // / /// / / �/ ---) -> %/ /�/ / / /) it \/� \\ \ \ \ \ \ / �I \ \ \\ \\ ( / I ) J �� ! l/ / l l l // / /l / // / /// / // // \� -- -`�
INTERPOLATED FROM A CORRELATION OF WELL GAUGING DATA FROM A _ ) ( // /// / / / / // // o / // I I ram, I ' \\ \\ \\\ \ \\ ((( III \ \ \ \ I 1 \ \\\ \\\ \ / / / l/ I/ l/!/ J/l �/ �/� / // l / // / / / �/ )/ / / /
PERIOD OF 2001-2017. OVER THIS PERIOD, SEASONAL HIGH WATER I \ -�% / / // // / / / / � // /�///// o, ( /`\ ` Mw- \ \\\\ \ \ \ \ 11 \ \ \\\\ \\ \ -, //!/!�' / / / / // / / / // \ \
I l // / / /// / // / / �� // //// // �, / (\ \\ \ - \ �\ \ \\\ \ \\\ \\\\ \\` \ \\\\\\ \\ \ ` \\ \��� �\� \\ ;� � » ✓, ll'l l l! 1, //l/ /// // l l / / // /// / /j/ ///// // ! !/ l /// / // // /
LEVELS WERE OBSERVED IN APRIL 2016. THE GEOMETRIC MEAN -\ I `..._��/ /�/ / /// // % //// /-�> / / (I //// // I \ \\\�\\ GW: ' \ \\ \\ \ \\\ \ \\ \\\\ \\\\\\ \\\\\ \ \ \\ \?ram\\\ \ ��\\�� \ �JJ�I /II �111 �/// //Il�/ / /�l// �l//�///�/// �///� // / /j/� \ // / /// /� / / _ J�---- �� I \
DIFFERENCE IN WATER TABLE ELEVATIONS BETWEEN THE SEASONAL HIGH _,\ \\ \`-__ J/J / / / // /, ' / / / ///j �1 / �: / / / �`��o(l ((� // ( I I \\ \\\\ • N/A _ JI\ \ \ \ �\ \\\ \\\�\\ \\\\ \ \\\ \\ \\�\� \o\\\�\ /� ` /ll /IIII / l /,/ /// i ill (( Ill / / // //l / / )//// / ,///// / / I I
,, \ \ \\\\ \\\\ � \\ \ I \///�/ // / // �) ) Il� �/ / / // / / I/ �� / I
APRIL 2016 DATA AND THE APRIL 2017 DATA WAS 1.3 FEET. _ \ \� / / / / / Q// / I I I I \ \ \ \\ \ \ \ \ \ \\ ro- \ \\ \\ \ \ // /Ill ! / lI l
\ /� �/ // / / Q�i IIII \ \\\ \\� �\ \ �\\ \ \\ \ \ \\ \\\ \ \ /o//Ill Ill/ l/// /// //J / J J 11JJ I (ll //j////// 1, l /� I// J / /fir/ I
CONSERVATIVELY, TWO FEET WERE ADDED TO THE PHASE 5 WATER 6' / I / / / ///' / / / /// / i 1 \\ \\ \/ \ \ \ \\ \\ \\\\ \ \\ \\ \\\\ \\\ \\ ( (^� J // 111 l l l /l// / /// // / // / 1 1 1
o` I / / / / // /// // / // / / , PZ5-19's` , / 111 \ \\\\ \\\�\\ \\\\\\\\\\\\\�\\\\\\\\�\\\\,o\\\\�\\\\\\\\ \\\ \ \ � --��/////�Nl/ll ll / l / l l/ / /////// JIJI 111/�///, ll ��� /// / / / /
TABLE ELEVATIONS MEASURED IN MAY 2017 TO APPROXIMATE THE - _ I I l /// l // / // / \ \ \\ \\ \\ \ \\ \\ \\\\\ �' \\ \ \ �� // I l l �ll //ll/ �// ////////l/ J I l/// l I / \ /// / / / / , � I I I \
-� l I ( III /�/// ////� // 1 1 I \ /� // / / // // cw: \ \\ \ \\\\\\ \\\�\ \�� \\\o\\\ \ \\\\\\\\\\ \\\� / /i// �/ ./ / // l/ // l/ //i J l I / / I / / // ,/ // ,� v /
DEPICTED SEASONAL HIGH WATER TABLE SURFACE. \ I l / // // / / / ( ( \ ---_�/ // // / // / / O / / / , ♦ \ \ \ \\ \ \\\ \ \ \\\\ \ \ \ \\ �\ \�\ \\ \\ \ \\ �\ \\ \�_� /// /// /00/ // Ill/ l //Ill /� �l / ll // / �/ i/// l 1((I l / / // J /// //// / 7 I \ /
\� \ 11 \\\\\\\ I I IIII Ill IIIII I 1 1 //� / � // �� / ( ( \ \ \ \\\\\\ \\�\\\\\\tea\\�� \\\\�\\\\\ \\ \\ \\x � \ \\ ��/ / ///��� / �l l /l/ / l / 11// �i/J/ll / / // / /
/ I / /, // / , 289.21 / \ \ \ \ \\ \\ \ \�\ \ \ \ �\ \ \ \\ \ \\ / 1 . / 0 / //l /l / //, l 11 l / l , / J / / // / /,;//�;�,/%, , , � - - /� /
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REFERENCE
1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED
AT 2-FT CONTOUR INTERVALS BY GPI (JOB NO. 18-006); DATE OF AERIAL / --) \\\�\ I `�� ) ( / / / j/ �/ IIII l / /// /ii'%—`�� J / ��' /� I J J /� / / / / r — �_ %i�� = ��\\\\\\\� //�\���- = �� �/ ���I)II) Jf �^ \ EXISTING
PHOTOGRAPHY JANUARY 15, 2018. i�)� r------_= —,/ \\\) f (\� \ (j I �— ///
2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED------------L 1 \ \ \ /,/\�=%—� ��� /// 1 ! ( \
q FROM NC DOT GIS.
3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016. �- ' \\ \
4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS:
3710644500J, 3710644600J, 3710645500J, 3710645600J.
1
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LEGEND
— — PROPERTY LINE
300' PROPERTY BUFFER
EXISTING STREAMS
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
F M — EXISTING LEACHATE FORCEMAIN
100-YEAR FLOODPLAIN
PHASE LIMIT/EDGE OF LINER
INTERCELL LIMIT
® MW-19S EXISTING GROUNDWATER MONITORING WELL
8G-1 EXISTING SURFACE WATER SAMPLING POINT
50' STREAM BUFFER
SCALE IN FEET
0 400 800
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APPENDIX B
Civil & Environmental Consultants, Inc.

Solid Waste Section
Guidelines for Groundwater, Soil, and Surface
Water Sampling
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WASTE MANAGEMENT
SOLID WASTE SECTION
General Sampling Procedures
The following guidance is provided to insure a consistent sampling approach so that sample
collection activities at solid waste management facilities provide reliable data. Sampling must
begin with an evaluation of facility information, historical environmental data and site geologic
and hydrogeologic conditions. General sampling procedures are described in this document.
Planning
Begin sampling activities with planning and coordination. The party contracting with the
laboratory is responsible for effectively communicating reporting requirements and evaluating
data reliability as it relates to specific monitoring activities.
Sample Collection
Contamination Prevention
a.) Take special effort to prevent cross contamination or environmental contamination
when collecting samples.
1. If possible, collect samples from the least contaminated sampling location
(or background sampling location, if applicable) to the most contaminated
sampling location.
2. Collect the ambient or background samples first, and store them in
separate ice chests or separate shipping containers within the same ice
chest (e.g. untreated plastic bags).
3. Collect samples in flowing water at designated locations from upstream to
downstream.
b.) Do not store or ship highly contaminated samples (concentrated wastes, free product,
etc.) or samples suspect of containing high concentrations of contaminants in the
same ice chest or shipping containers with other environmental samples.
1. Isolate these sample containers by sealing them in separate, untreated
plastic bags immediately after collecting, preserving, labeling, etc.
2. Use a clean, untreated plastic bag to line the ice chest or shipping
container.
c.) All sampling equipment should be thoroughly decontaminated and transported in a
manner that does not allow it to become contaminated. Arrangements should be
made ahead of time to decontaminate any sampling or measuring equipment that will
be reused when taking samples from more than one well. Field decontamination of
Rev 4-08

sampling equipment will be necessary before sampling each well to minimize the risk
of cross contamination. Decontamination procedures should be included in reports as
necessary. Certified pre -cleaned sampling equipment and containers may be used.
When collecting aqueous samples, rinse the sample collection equipment with a
portion of the sample water before taking the actual sample. Sample containers do not
need to be rinsed. In the case of petroleum hydrocarbons, oil and grease, or
containers with pre -measured preservatives, the sample containers cannot be rinsed.
d.) Place all fuel -powered equipment away from, and downwind of, any site activities
(e.g., purging, sampling, decontamination).
1. If field conditions preclude such placement (i.e., the wind is from the
upstream direction in a boat), place the fuel source(s) as far away as
possible from the sampling activities and describe the conditions in the
field notes.
2. Handle fuel (i.e., filling vehicles and equipment) prior to the sampling
day. If such activities must be performed during sampling, the personnel
must wear disposable gloves.
3. Dispense all fuels downwind. Dispose of gloves well away from the
sampling activities.
Filling Out Sample Labels
Fill out label, adhere to vial and collect sample. Print legibly with indelible ink. At a
minimum, the label or tag should identify the sample with the following information:
1. Sample location and/or well number
2. Sample identification number
3. Date and time of collection
4. Analysis required/requested
5. Sampler's initials
6. Preservative(s) used, if any [i.e., HCI, Na2S203, NO3, ice, etc.]
7. Any other pertinent information for sample identification
Sample Collection Order
Unless field conditions justify other sampling regimens, collect samples in the following
order:
1. Volatile Organics and Volatile Inorganics
2. Extractable Organics, Petroleum Hydrocarbons, Aggregate Organics and
Oil and Grease
3. Total Metals
4. Inorganic Nonmetallics, Physical and Aggregate Properties, and
Biologicals
5. Microbiological
NOTE: If the pump used to collect groundwater samples cannot be used to collect volatile or
extractable organics then collect all other parameters and withdraw the pump and tubing. Then
collect the volatile and extractable organics.
Rev 4-08

Health and Safety
Implement all local, state, and federal requirements relating to health and safety. Follow all
local, state and federal requirements pertaining to the storage and disposal of any hazardous or
investigation derived wastes.
a.) The Solid Waste Section recommends wearing protective gloves when conducting all
sampling activities.
1. Gloves serve to protect the sample collector from potential exposure to sample
constituents, minimize accidental contamination of samples by the collector,
and preserve accurate tare weights on preweighed sample containers.
2. Do not let gloves come into contact with the sample or with the interior or lip
of the sample container. Use clean, new, unpowdered and disposable gloves.
Various types of gloves may be used as long as the construction materials do
not contaminate the sample or if internal safety protocols require greater
protection.
3. Note that certain materials that may potentially be present in concentrated
effluent can pass through certain glove types and be absorbed in the skin.
Many vendor catalogs provide information about the permeability of different
gloves and the circumstances under which the glove material might be
applicable. The powder in powdered gloves can contribute significant
contamination. Powdered gloves are not recommended unless it can be
demonstrated that the powder does not interfere with the sample analysis.
4. Change gloves after preliminary activities, after collecting all the samples at a
single sampling point, if torn or used to handle extremely dirty or highly
contaminated surfaces. Properly dispose of all used gloves as investigation
derived wastes.
b.) Properly manage all investigation derived waste (IDW).
5. To prevent contamination into previously uncontaminated areas, properly
manage all IDW. This includes all water, soil, drilling mud, decontamination
wastes, discarded personal protective equipment (PPE), etc. from site
investigations, exploratory borings, piezometer and monitoring well
installation, refurbishment, abandonment, and other investigative activities.
Manage all IDW that is determined to be RCRA-regulated hazardous waste
according to the local, state and federal requirements.
6. Properly dispose of IDW that is not a RCRA-regulated hazardous waste but is
contaminated above the Department's Soil Cleanup Target Levels or the state
standards and/or minimum criteria for ground water quality. If the drill
cuttings/mud orpurged well water is contaminated with hazardous waste,
contact the DWM Hazardous Waste Section (919-508-8400) for disposal
options. Maintain all containers holding IDW in good condition. Periodically
inspect the containers for damage and ensure that all required labeling (DOT,
RCRA, etc.) are clearly visible.
Rev 4-08

Sample Storage and Transport
Store samples for transport carefully. Pack samples to prevent from breaking and to maintain a
temperature of approximately 4 degrees Celsius (°C), adding ice if necessary. Transport samples
to a North Carolina -certified laboratory as soon as possible. Avoid unnecessary handling of
sample containers. Avoid heating (room temperature or above, including exposure to sunlight)
or freezing of the sample containers. Reduce the time between sample collection and delivery to
a laboratory whenever possible and be sure that the analytical holding times of your samples can
be met by the laboratory.
a.) A complete chain -of -custody (COC) form must be maintained to document all
transfers and receipts of the samples. Be sure that the sample containers are labeled
with the sample location and/or well number, sample identification, the date and time
of collection, the analysis to be performed, the preservative added (if any), the
sampler's initials, and any other pertinent information for sample identification. The
labels should contain a unique identifier (i.e., unique well numbers) that can be traced
to the COC form. The details of sample collection must be documented on the COC.
The COC must include the following:
1. Description of each sample (including QA/QC samples) and the number of
containers (sample location and identification)
2. Signature of the sampler
3. Date and time of sample collection
4. Analytical method to be performed
5. Sample type (i.e., water or soil)
6. Regulatory agency (i.e., NCDENR/DWM — SW Section)
7. Signatures of all persons relinquishing and receiving custody of the
samples
8. Dates and times of custody transfers
b.) Pack samples so that they are segregated by site, sampling location or by sample
analysis type. When COC samples are involved, segregate samples in coolers by site.
If samples from multiple sites will fit in one cooler, they may be packed in the same
cooler with the associated field sheets and a single COC form for all. Coolers should
not exceed a maximum weight of 50 lbs. Use additional coolers as necessary. All
sample containers should be placed in plastic bags (segregated by analysis and
location) and completely surrounded by ice.
I . Prepare and place trip blanks in an ice filled cooler before leaving for the
field.
2. Segregate samples by analysis and place in sealable plastic bags.
3. Pack samples carefully in the cooler placing ice around the samples.
4. Review the COC. The COC form must accompany the samples to the
laboratory. The trip blank(s) must also be recorded on the COC form.
5. Place completed COC form in a waterproof bag, sealed and taped under
the lid of the cooler.
6. Secure shipping containers with strapping tape to avoid accidental
opening.
7. For COC samples, a tamper -proof seal may also be placed over the cooler
lid or over a bag or container containing the samples inside the shipping
cooler.
Rev 4-08 4

8. "COC" or "EMERG" should be written in indelible ink on the cooler seal
to alert sample receipt technicians to priority or special handling samples.
9. The date and sample handler's signature must also be written on the COC
seal.
10. Deliver the samples to the laboratory or ship by commercial courier.
NOTE: If transport time to the laboratory is not long enough to allow
samples to be cooled to 4° C, a temperature reading of the sample source
must be documented as the field temperature on the CDC form. A
downward trend in temperature will be adequate even if cooling to 4° C is
not achieved. The field temperature should always be documented if there
is any question as to whether samples will have time to cool to 4° C during
shipment. Thermometers must be calibrated annually against an NIST
traceable thermometer and documentation must be retained.
Rev 4-08

Appendix A - Decontamination of Field Equipment
Decontamination of personnel, sampling equipment, and containers - before and after
sampling - must be used to ensure collection of representative samples and to prevent the
potential spread of contamination. Decontamination of personnel prevents ingestion and
absorption of contaminants. It must be done with a soap and water wash and deionized or
distilled water rinse. Certified pre -cleaned sampling equipment and containers may also be used.
All previously used sampling equipment must be properly decontaminated before sampling and
between sampling locations. This prevents the introduction of contamination into
uncontaminated samples and avoids cross -contamination of samples. Cross -contamination can
be a significant problem when attempting to characterize extremely low concentrations of
organic compounds or when working with soils that are highly contaminated.
Clean, solvent -resistant gloves and appropriate protective equipment must be worn by
persons decontaminating tools and equipment.
Cleaning Reagents
Recommendations for the types and grades of various cleaning supplies are outlined below.
The recommended reagent types or grades were selected to ensure that the cleaned equipment is
free from any detectable contamination.
a.) Detergents: Use Liqui-Nox (or a non -phosphate equivalent) or Alconox (or
equivalent). Liqui-Nox (or equivalent) is recommended by EPA, although Alconox
(or equivalent) may be substituted if the sampling equipment will not be used to
collect phosphorus or phosphorus containing compounds.
b.) Solvents: Use pesticide grade isopropanol as the rinse solvent in routine equipment
cleaning procedures. This grade of alcohol must be purchased from a laboratory
supply vendor. Rubbing alcohol or other commonly available sources of isopropanol
are not acceptable. Other solvents, such as acetone or methanol, may be used as the
final rinse solvent if they are pesticide grade. However, methanol is more toxic to the
environment and acetone may be an analyte of interest for volatile organics.
1. Do not use acetone if volatile organics are of interest
2. Containerize all methanol wastes (including rinses) and dispose as a
hazardous waste.
Pre -clean equipment that is heavily contaminated with organic analytes. Use reagent
grade acetone and hexane or other suitable solvents. Use pesticide grade methylene
chloride when cleaning sample containers. Store all solvents away from potential
sources of contamination.
c.) Analyte-Free Water Sources: Analyte-free water is water in which all analytes of
interest and all interferences are below method detection limits. Maintain
documentation (such as results from equipment blanks) to demonstrate the reliability
and purity of analyte-free water source(s). The source of the water must meet the
requirements of the analytical method and must be free from the analytes of interest.
In general, the following water types are associated with specific analyte groups:
1. Milli-Q (or equivalent polished water): suitable for all analyses.
Rev 4-08

2. Organic free: suitable for volatile and extractable organics.
3. Deionized water: may not be suitable for volatile and extractable
organics.
4. Distilled water: not suitable for volatile and extractable organics, metals
or ultratrace metals.
Use analyte-free water for blank preparation and the final decontamination water
rinse. In order to minimize long-term storage and potential leaching problems, obtain
or purchase analyte-free water just prior to the sampling event. If obtained from a
source (such as a laboratory), fill the transport containers and use the contents for a
single sampling event. Empty the transport container(s) at the end of the sampling
event. Discard any analyte-free water that is transferred to a dispensing container
(such as a wash bottle or pump sprayer) at the end of each sampling day.
d.) Acids:
1. Reagent Grade Nitric Acid: 10 - 15% (one volume concentrated nitric acid
and five volumes deionized water). Use for the acid rinse unless nitrogen
components (e.g., nitrate, nitrite, etc.) are to be sampled. If sampling for
ultra -trace levels of metals, use an ultra -pure grade acid.
2. Reagent Grade Hydrochloric Acid: 10% hydrochloric acid (one volume
concentrated hydrochloric and three volumes deionized water). Use when
nitrogen components are to be sampled.
3. If samples for both metals and the nitrogen -containing components are
collected with the equipment, use the hydrochloric acid rinse, or
thoroughly rinse with hydrochloric acid after a nitric acid rinse. If
sampling for ultra trace levels of metals, use an ultra -pure grade acid.
4. Freshly prepared acid solutions may be recycled during the sampling event
or cleaning process. Dispose of any unused acids according to local
ordinances.
Reagent Storage Containers
The contents of all containers must be clearly marked.
a.) Detergents:
1. Store in the original container or in a HDPE or PP container.
b.) Solvents:
1. Store solvents to be used for cleaning or decontamination in the original
container until use in the field. If transferred to another container for field
use, use either a glass or Teflon container.
2. Use dispensing containers constructed of glass, Teflon or stainless steel.
Note: If stainless steel sprayers are used, any gaskets that contact the
solvents must be constructed of inert materials.
c.) Analyte-Free Water:
1. Transport in containers appropriate for the type of water stored. If the
water is commercially purchased (e.g., grocery store), use the original
containers when transporting the water to the field. Containers made of
glass, Teflon, polypropylene or HDPE are acceptable.
2. Use glass or Teflon to transport organic -free sources of water on -site.
Polypropylene or HDPE may be used, but are not recommended.
Rev 4-08 7

3. Dispense water from containers made of glass, Teflon, HDPE or
polypropylene.
4. Do not store water in transport containers for more than three days before
beginning a sampling event.
5. If working on a project that has oversight from EPA Region 4, use glass
containers for the transport and storage of all water.
6. Store and dispense acids using containers made of glass, Teflon or plastic.
General Requirements
a.) Prior to use, clean/decontaminate all sampling equipment (pumps, tubing, lanyards,
split spoons, etc.) that will be exposed to the sample.
b.) Before installing, clean (or obtain as certified pre -cleaned) all equipment that is
dedicated to a single sampling point and remains in contact with the sample medium
(e.g., permanently installed groundwater pump). If you use certified pre -cleaned
equipment no cleaning is necessary.
1. Clean this equipment any time it is removed for maintenance or repair.
2. Replace dedicated tubing if discolored or damaged.
c.) Clean all equipment in a designated area having a controlled environment (house,
laboratory, or base of field operations) and transport it to the field, pre -cleaned and
ready to use, unless otherwise justified.
d.) Rinse all equipment with water after use, even if it is to be field -cleaned for other
sites. Rinse equipment used at contaminated sites or used to collect in -process (e.g.,
untreated or partially treated wastewater) samples immediately with water.
e.) Whenever possible, transport sufficient clean equipment to the field so that an entire
sampling event can be conducted without the need for cleaning equipment in the
field.
f.) Segregate equipment that is only used once (i.e., not cleaned in the field) from clean
equipment and return to the in-house cleaning facility to be cleaned in a controlled
environment.
g.) Protect decontaminated field equipment from environmental contamination by
securely wrapping and sealing with one of the following:
1. Aluminum foil (commercial grade is acceptable)
2. Untreated butcher paper
3. Clean, untreated, disposable plastic bags. Plastic bags may be used for all
analyte groups except volatile and extractable organics. Plastic bags may
be used for volatile and extractable organics, if the equipment is first
wrapped in foil or butcher paper, or if the equipment is completely dry.
Cleaning Sample Collection Equipment
a.) On-Site/In-Field Cleaning — Cleaning equipment on -site is not recommended because
environmental conditions cannot be controlled and wastes (solvents and acids) must
be containerized for proper disposal.
1. Ambient temperature water may be substituted in the hot, sudsy water bath
and hot water rinses.
NOTE: Properly dispose of all solvents and acids.
Rev 4-08

2. Rinse all equipment with water after use, even if it is to be field -cleaned
for other sites.
3. Immediately rinse equipment used at contaminated sites or used to collect
in -process (e.g., untreated or partially treated wastewater) samples with
water.
b.) Heavily Contaminated Equipment - In order to avoid contaminating other samples,
isolate heavily contaminated equipment from other equipment and thoroughly
decontaminate the equipment before further use. Equipment is considered heavily
contaminated if it:
1. Has been used to collect samples from a source known to contain
significantly higher levels than background.
2. Has been used to collect free product.
3. Has been used to collect industrial products (e.g., pesticides or solvents) or
their byproducts.
NOTE: Cleaning heavily contaminated equipment in the field is not recommended.
c.) On -Site Procedures:
1. Protect all other equipment, personnel and samples from exposure by
isolating the equipment immediately after use.
2. At a minimum, place the equipment in a tightly sealed, untreated, plastic
bag.
3. Do not store or ship the contaminated equipment next to clean,
decontaminated equipment, unused sample containers, or filled sample
containers.
4. Transport the equipment back to the base of operations for thorough
decontamination.
5. If cleaning must occur in the field, document the effectiveness of the
procedure, collect and analyze blanks on the cleaned equipment.
d.) Cleaning Procedures:
1. If organic contamination cannot be readily removed with scrubbing and a
detergent solution, pre -rinse equipment by thoroughly rinsing or soaking
the equipment in acetone.
2. Use hexane only if preceded and followed by acetone.
3. In extreme cases, it may be necessary to steam clean the field equipment
before proceeding with routine cleaning procedures.
4. After the solvent rinses (and/or steam cleaning), use the appropriate
cleaning procedure. Scrub, rather than soak, all equipment with sudsy
water. If high levels of metals are suspected and the equipment cannot be
cleaned without acid rinsing, soak the equipment in the appropriate acid.
Since stainless steel equipment should not be exposed to acid rinses, do
not use stainless steel equipment when heavy metal contamination is
suspected or present.
5. If the field equipment cannot be cleaned utilizing these procedures,
discard unless further cleaning with stronger solvents and/or oxidizing
solutions is effective as evidenced by visual observation and blanks.
6. Clearly mark or disable all discarded equipment to discourage use.
Rev 4-08

e.) General Cleaning - Follow these procedures when cleaning equipment under
controlled conditions. Check manufacturer's instructions for cleaning restrictions
and/or recommendations.
1. Procedure for Teflon, stainless steel and glass sampling equipment: This
procedure must be used when sampling for ALL analyte groups.
(Extractable organics, metals, nutrients, etc. or if a single decontamination
protocol is desired to clean all Teflon, stainless steel and glass equipment.)
Rinse equipment with hot tap water. Soak equipment in a hot, sudsy water
solution (Liqui-Nox or equivalent). If necessary, use a brush to remove
particulate matter or surface film. Rinse thoroughly with hot tap water. If
samples for trace metals or inorganic analytes will be collected with the
equipment that is not stainless steel, thoroughly rinse (wet all surfaces)
with the appropriate acid solution. Rinse thoroughly with analyte-free
water. Make sure that all equipment surfaces are thoroughly flushed with
water. If samples for volatile or extractable organics will be collected,
rinse with isopropanol. Wet equipment surfaces thoroughly with free -
flowing solvent. Rinse thoroughly with analyte-free water. Allow to air
dry. Wrap and seal as soon as the equipment has air-dried. If isopropanol
is used, the equipment may be air-dried without the final analyte-free
water rinse; however, the equipment must be completely dry before
wrapping or use. Wrap clean sampling equipment according to the
procedure described above.
2. General Cleaning Procedure for Plastic Sampling Equipment: Rinse
equipment with hot tap water. Soak equipment in a hot, sudsy water
solution (Liqui-Nox or equivalent). If necessary, use a brush to remove
particulate matter or surface film. Rinse thoroughly with hot tap water.
Thoroughly rinse (wet all surfaces) with the appropriate acid solution.
Check manufacturer's instructions for cleaning restrictions and/or
recommendations. Rinse thoroughly with analyte-free water. Be sure that
all equipment surfaces are thoroughly flushed. Allow to air dry as long as
possible. Wrap clean sampling equipment according to the procedure
described above.
Rev 4-08 10

Appendix B - Collecting Soil Samples
Soil samples are collected for a variety of purposes. A methodical sampling approach must be
used to assure that sample collection activities provide reliable data. Sampling must begin with
an evaluation of background information, historical data and site conditions.
Soil Field Screening Procedures
Field screening is the use of portable devices capable of detecting petroleum contaminants on
a real-time basis or by a rapid field analytical technique. Field screening should be used to help
assess locations where contamination is most likely to be present.
When possible, field -screening samples should be collected directly from the excavation or
from the excavation equipment's bucket. If field screening is conducted only from the
equipment's bucket, then a minimum of one field screening sample should be collected from
each 10 cubic yards of excavated soil. If instruments or other observations indicate
contamination, soil should be separated into stockpiles based on apparent degrees of
contamination. At a minimum, soil suspected of contamination must be segregated from soil
observed to be free of contamination.
a.) Field screening devices — Many field screen instruments are available for detecting
contaminants in the field on a rapid or real-time basis. Acceptable field screening
instruments must be suitable for the contaminant being screened. The procdedure for
field screening using photoionization detectors (PIDs) and flame ionization detectors
(FIDs) is described below. If other instruments are used, a description of the
instrument or method and its intended use must be provided to the Solid Waste
Section. Whichever field screening method is chosen, its accuracy must be verified
throughout the sampling process. Use appropriate standards that match the use
intended for the data. Unless the Solid Waste Section indicates otherwise, wherever
field screening is recommended in this document, instrumental or analytical methods
of detection must be used, not olfactory or visual screening methods.
b.) Headspace analytical screening procedure for filed screening (semi -quantitative field
screening) - The most commonly used field instruments for Solid Waste Section site
assessments are FIDs and PIDs. When using FIDs and PIDs, use the following
headspace screening procedure to obtain and analyze field -screening samples:
1. Partially fill (one-third to one-half) a clean jar or clean ziplock bag with
the sample to be analyzed. The total capacity of the jar or bag may not be
less than eight ounces (app. 250 ml), but the container should not be so
large as to allow vapor diffusion and stratification effects to significantly
affect the sample.
2. If the sample is collected from a spilt -spoon, it must be transferred to the
jar or bag for headspace analysis immediately after opening the split -
spoon. If the sample is collected from an excavation or soil pile, it must
be collected from freshly uncovered soil.
Rev 4-08 11

3. If a jar is used, it must be quickly covered with clean aluminum foil or a
jar lid; screw tops or thick rubber bands must be used to tightly seal the
jar. If a zip lock bag is used, it must be quickly sealed shut.
4. Headspace vapors must be allowed to develop in the container for at least
10 minutes but no longer than one hour. Containers must be shaken or
agitated for 15 seconds at the beginning and the end of the headspace
development period to assist volatilization. Temperatures of the
headspace must be warmed to at least 5° C (approximately 40' F) with
instruments calibrated for the temperature used.
5. After headspace development, the instrument sampling probe must be
inserted to a point about one-half the headspace depth. The container
opening must be minimized and care must be taken to avoid the uptake of
water droplets and soil particulates.
6. After probe insertion, the highest meter reading must be taken and
recorded. This will normally occur between two and five seconds after
probe insertion. If erratic meter response occurs at high organic vapor
concentrations or conditions of elevated headspace moisture, a note to that
effect must accompany the headspace data.
7. All field screening results must be documented in the field record or log
book.
Soil Sample Collection Procedures for Laboratory Samples
The number and type of laboratory samples collected depends on the purpose of the sampling
activity. Samples analyzed with field screening devices may not be substituted for required
laboratory samples.
a.) General Sample Collection - When collecting samples from potentially contaminated
soil, care should be taken to reduce contact with skin or other parts of the body.
Disposable gloves should be worn by the sample collector and should be changed
between samples to avoid cross -contamination. Soil samples should be collected in a
manner that causes the least disturbance to the internal structure of the sample and
reduces its exposure to heat, sunlight and open air. Likewise, care should be taken to
keep the samples from being contaminated by other materials or other samples
collected at the site. When sampling is to occur over an extended period of time, it is
necessary to insure that the samples are collected in a comparable manner. All
samples must be collected with disposable or clean tools that have been
decontaminated. Disposable gloves must be worn and changed between sample
collections. Sample containers must be filled quickly. Soil samples must be placed
in containers in the order of volatility, for example, volatile organic aromatic samples
must be taken first, organics next, then heavier range organics, and finally soil
classification samples. Containers must be quickly and adequately sealed, and rims
must be cleaned before tightening lids. Tape may be used only if known not to affect
sample analysis. Sample containers must be clearly labeled. Containers must
immediately be preserved according to procedures in this Section. Unless specified
Rev 4-08 12

otherwise, at a minimum, the samples must be immediately cooled to 4 ± 2°C and this
temperature must be maintained throughout delivery to the laboratory.
b.) Surface Soil Sampling - Surface soil is generally classified as soil between the ground
surface and 6-12 inches below ground surface. Remove leaves, grass and surface
debris from the area to be sampled. Select an appropriate, pre -cleaned sampling
device and collect the sample. Transfer the sample to the appropriate sample
container. Clean the outside of the sample container to remove excess soil. Label the
sample container, place on wet ice to preserve at 4°C, and complete the field notes.
c.) Subsurface Soil Sampling — The interval begins at approximately 12 inches below
ground surface. Collect samples for volatile organic analyses. For other analyses,
select an appropriate, pre -cleaned sampling device and collect the sample. Transfer
the sample to the appropriate sample container. Clean the outside of the sample
container to remove excess soil. Label the sample container, place on wet ice to
preserve at 4°C, and complete field notes.
d.) Equipment for Reachingthe Appropriate Soil Sampling Depth - Samples may be
collected using a hollow stem soil auger, direct push, Shelby tube, split -spoon
sampler, or core barrel. These sampling devices may be used as long as an effort is
made to reduce the loss of contaminants through volatilization. In these situations,
obtain a sufficient volume of so the samples can be collected without volatilization
and disturbance to the internal structure of the samples. Samples should be collected
from cores of the soil. Non -disposable sampling equipment must be decontaminated
between each sample location. NOTE: If a confining layer has been breached during
sampling, grout the hole to land.
e.) Equipment to Collect Soil Samples - Equipment and materials that may be used to
collect soil samples include disposable plastic syringes and other "industry -standard"
equipment and materials that are contaminant -free. Non -disposable sampling
equipment must be decontaminated between each sample location.
Rev 4-08 13

Appendix C - Collecting Groundwater Samples
Groundwater samples are collected to identify, investigate, assess and monitor the concentration
of dissolved contaminant constituents. To properly assess groundwater contamination, first
install sampling points (monitoring wells, etc.) to collect groundwater samples and then perform
specific laboratory analyses. All monitoring wells should be constructed in accordance with 15A
NCAC 2C .0100 and sampled as outlined in this section. Groundwater monitoring is conducted
using one of two methods:
1. Portable Monitoring: Monitoring that is conducted using sampling equipment that is
discarded between sampling locations. Equipment used to collect a groundwater sample
from a well such as bailers, tubing, gloves, and etc. are disposed of after sample
collection. A new set of sampling equipment is used to collect a groundwater sample at
the next monitor well.
2. Dedicated Monitoriniz: Monitoring that utilizes permanently affixed down -well and well
head components that are capped after initial set-up. Most dedicated monitoring systems
are comprised of an in -well submersible bladder pump, with air supply and sample
discharge tubing, and an above -ground driver/controller for regulation of flow rates and
volumes. The pump and all tubing housed within the well should be composed of Teflon
or stainless steel components. This includes seals inside the pump, the pump body, and
fittings used to connect tubing to the pump. Because ground water will not be in contact
with incompatible constituents and because the well is sealed from the surface, virtually
no contamination is possible from intrinsic sources during sampling and between
sampling intervals. All dedicated monitoring systems must be approved by the Solid
Waste Section before installation.
Groundwater samples may be collected from a number of different configurations. Each
configuration is associated with a unique set of sampling equipment requirements and
techniques:
1. Wells without Plumbing: These wells require equipment to be brought to the well to
purge and sample unless dedicated equipment is placed in the well.
2. Wells with In -Place Plumbing: Wells with in -place plumbing do not require equipment
to be brought to the well to purge and sample. In -place plumbing is generally considered
permanent equipment routinely used for purposes other than purging and sampling, such
as for water supply.
3. Air Strippers or Remedial Systems: These types of systems are installed as remediation
devices.
Rev 4-08 14

Groundwater Sample Preparation
The type of sample containers used depends on the type of analysis performed. First,
determine the type(s) of contaminants expected and the proper analytical method(s). Be sure to
consult your selected laboratory for its specific needs and requirements prior to sampling.
Next, prepare the storage and transport containers (ice chest, etc.) before taking any samples so
that each sample can be placed in a chilled environment immediately after collection.
Use groundwater purging and sampling equipment constructed of only non -reactive, non -
leachable materials that are compatible with the environment and the selected analytes. In
selecting groundwater purging and sampling equipment, give consideration to the depth of the
well, the depth to groundwater, the volume of water to be evacuated, the sampling and purging
technique, and the analytes of interest. Additional supplies, such as reagents and preservatives,
may be necessary.
All sampling equipment (bailers, tubing, containers, etc.) must be selected based on its
chemical compatibility with the source being sampled (e.g., water supply well, monitoring well)
and the contaminants potentially present.
a.) Pumps - All pumps or pump tubing must be lowered and retrieved from the well
slowly and carefully to minimize disturbance to the formation water. This is
especially critical at the air/water interface.
1. Above -Ground Pumps
• Variable Speed Peristaltic Pump: Use a variable speed peristaltic
pump to purge groundwater from wells when the static water level
in the well is no greater than 20- 25 feet below land surface (BLS).
If the water levels are deeper than 18-20 feet BLS, the pumping
velocity will decrease. A variable speed peristaltic pump can be
used for normal purging and sampling, and sampling low
permeability aquifers or formations. Most analyte groups can be
sampled with a peristaltic pump if the tubing and pump
configurations are appropriate.
• Variable Speed Centrifugal Pump: A variable speed centrifugal
pump can be used to purge groundwater from 2-inch and larger
internal diameter wells. Do not use this type of pump to collect
groundwater samples. When purging is complete, do not allow the
water that remains in the tubing to fall back into the well. Install a
check valve at the end of the purge tubing.
2. Submersible Pumps
• Variable Speed Electric Submersible Pump: A variable speed
submersible pump can be used to purge and sample groundwater
from 2-inch and larger internal diameter wells. A variable speed
submersible pump can be used for normal purging and sampling,
and sampling low permeability aquifers or formations. The pump
housing, fittings, check valves and associated hardware must be
constructed of stainless steel. All other materials must be
Rev 4-08 15

b.) Bailers
compatible with the analytes of interest. Install a check valve at
the output side of the pump to prevent backflow. If purging and
sampling for organics, the entire length of the delivery tube must
be Teflon, polyethylene or polypropylene (PP) tubing; the
electrical cord must be sealed in Teflon, polyethylene or PP and
any cabling must be sealed in Teflon, polyethylene or PP, or be
constructed of stainless steel; and all interior components that
contact the sample water (impeller, seals, gaskets, etc.) must be
constructed of stainless steel or Teflon.
3. Variable Speed Bladder Pump: A variable speed, positive displacement,
bladder pump can be used to purge and sample groundwater from 3/4-inch
and larger internal diameter wells.
• A variable speed bladder pump can be used for normal purging and
sampling, and sampling low permeability aquifers or formations.
• The bladder pump system is composed of the pump, the
compressed air tubing, the water discharge tubing, the controller
and a compressor, or a compressed gas supply.
• The pump consists of a bladder and an exterior casing or pump
body that surrounds the bladder and two (2) check valves. These
parts can be composed of various materials, usually combinations
of polyvinyl chloride (PVC), Teflon, polyethylene, PP and
stainless steel. Other materials must be compatible with the
analytes of interest.
• If purging and sampling for organics, the pump body must be
constructed of stainless steel. The valves and bladder must be
Teflon, polyethylene or PP; the entire length of the delivery tube
must be Teflon, polyethylene or PP; and any cabling must be
sealed in Teflon, polyethylene or PP, or be constructed of stainless
steel.
• Permanently installed pumps may have a PVC pump body as long
as the pump remains in contact with the water in the well.
I. Purging: Bailers must be used with caution because improper bailing can
cause changes in the chemistry of the water due to aeration and loosening
particulate matter in the space around the well screen. Use a bailer if there
is non -aqueous phase liquid (free product) in the well or if non -aqueous
phase liquid is suspected to be in the well.
2. Sampling: Bailers must be used with caution.
3. Construction and Type: Bailers must be constructed of materials
compatible with the analytes of interest. Stainless steel, Teflon, rigid
medical grade PVC, polyethylene and PP bailers may be used to sample
all analytes. Use disposable bailers when sampling grossly contaminated
sample sources. NCDENR recommends using dual check valve bailers
when collecting samples. Use bailers with a controlled flow bottom to
collect volatile organic samples.
Rev 4-08 16

4. Contamination Prevention: Keep the bailer wrapped (foil, butcher paper,
etc.) until just before use. Use protective gloves to handle the bailer once
it is removed from its wrapping. Handle the bailer by the lanyard to
minimize contact with the bailer surface.
c.) Lans
1. Lanyards must be made of non -reactive, non -leachable material. They
may be cotton twine, nylon, stainless steel, or may be coated with Teflon,
polyethylene or PP.
2. Discard cotton twine, nylon, and non -stainless steel braided lanyards after
sampling each monitoring well.
3. Decontaminate stainless steel, coated Teflon, polyethylene and PP
lanyards between monitoring wells. They do not need to be
decontaminated between purging and sampling operations.
Water Level and Purge Volume Determination
The amount of water that must be purged from a well is determined by the volume of water
and/or field parameter stabilization.
a.) General Equipment Considerations - Selection of appropriate purging equipment
depends on the analytes of interest, the well diameter, transmissivity of the aquifer,
the depth to groundwater, and other site conditions.
1. Use of a pump to purge the well is recommended unless no other
equipment can be used or there is non -aqueous phase liquid in the well, or
non -aqueous phase liquid is suspected to be in the well.
2. Bailers must be used with caution because improper bailing:
• Introduces atmospheric oxygen, which may precipitate metals
(i.e., iron) or cause other changes in the chemistry of the water
in the sample (i.e., pH).
• Agitates groundwater, which may bias volatile and semi -
volatile organic analyses due to volatilization.
• Agitates the water in the aquifer and resuspends fine particulate
matter.
• Surges the well, loosening particulate matter in the annular
space around the well screen.
• May introduce dirt into the water column if the sides of the
casing wall are scraped.
NOTE: It is critical for bailers to be slowly and gently immersed into the top of the water
column, particularly during the final stages of purging. This minimizes turbidity and
disturbance of volatile organic constituents.
b.) Initial Inspection
1. Remove the well cover and remove all standing water around the top of
the well casing (manhole) before opening the well.
2. Inspect the exterior protective casing of the monitoring well for damage.
Document the results of the inspection if there is a problem.
3. It is recommended that you place a protective covering around the well
head. Replace the covering if it becomes soiled or ripped.
Rev 4-08 17

4. Inspect the well lock and determine whether the cap fits tightly. Replace
the cap if necessary.
c.) Water Level Measurements - Use an electronic probe or chalked tape to determine the
water level. Decontaminate all equipment before use. Measure the depth to
groundwater from the top of the well casing to the nearest 0.01 foot. Always measure
from the same reference point or survey mark on the well casing. Record the
measurement.
I. Electronic Probe: Decontaminate all equipment before use. Follow the
manufacturer's instructions for use. Record the measurement.
2. Chalked Line Method: Decontaminate all equipment before use. Lower
chalked tape into the well until the lower end is in the water. This is
usually determined by the sound of the weight hitting the water. Record
the length of the tape relative to the reference point. Remove the tape and
note the length of the wetted portion. Record the length. Determine the
depth to water by subtracting the length of the wetted portion from the
total length. Record the result.
d.) Water Column Determination - To determine the length of the water column, subtract
the depth to the top of the water column from the total well depth (or gauged well
depth if silting has occurred). The total well depth depends on the well construction.
If gauged well depth is used due to silting, report total well depth also. Some wells
may be drilled in areas of sinkhole, karst formations or rock leaving an open
borehole. Attempt to find the total borehole depth in cases where there is an open
borehole below the cased portion.
e.) Well Water Volume - Calculate the total volume of water, in gallons, in the well
using the following equation:
V = (0.041)d x d x h
Where:
V = volume in gallons
d = well diameter in inches
h = height of the water column in feet
The total volume of water in the well may also be determined with the following
equation by using a casing volume per foot factor (Gallons per Foot of Water) for the
appropriate diameter well:
V = [Gallons per Foot of Water] x h
Where:
V = volume in gallons
h = height of the water column in feet
Record all measurements and calculations in the field records.
f.) Purging Equipment Volume - Calculate the total volume of the pump, associated
tubing and flow cell (if used), using the following equation:
V = p + ((0.041)d x d x 1) + fc
Where:
V = volume in gallons
p = volume of pump in gallons
d = tubing diameter in inches
1= length of tubing in feet
Rev 4-08 18

fc = volume of flow cell in gallons
g.) If the groundwater elevation data are to be used to construct groundwater elevation
contour maps, all water level measurements must be taken within the same 24 hour
time interval when collecting samples from multiple wells on a site, unless a shorter
time period is required. If the site is tidally influenced, complete the water level
measurements within the time frame of an incoming or outgoing tide.
Well Purging Techniques
The selection of the purging technique and equipment is dependent on the hydrogeologic
properties of the aquifer, especially depth to groundwater and hydraulic conductivity.
a.) Measuring the Purge Volume - The volume of water that is removed during purging
must be recorded. Therefore, you must measure the volume during the purging
operation.
1. Collect the water in a graduated container and multiply the number of
times the container was emptied by the volume of the container, OR
2. Estimate the volume based on pumping rate. This technique may be used
only if the pumping rate is constant. Determine the pumping rate by
measuring the amount of water that is pumped for a fixed period of time,
or use a flow meter.
• Calculate the amount of water that is discharged per
minute: D = Measured Amount/Total Time In Minutes
• Calculate the time needed to purge one (1) well volume or
one (1) purging equipment volume: Time = V/D
Where: V = well volume or purging equipment volume
D = discharge rate
• Make new measurements each time the pumping rate is
changed.
3. Use a totalizing flow meter.
• Record the reading on the totalizer prior to purging.
• Record the reading on the totalizer at the end of purging.
• To obtain the volume purged, subtract the reading on the
totalizer prior to purging from the reading on the totalizer at
the end of purging.
• Record the times that purging begins and ends in the field
records.
b.) Purging Measurement Frequency - When purging a well that has the well screen fully
submerged and the pump or intake tubing is placed within the well casing above the
well screen or open hole, purge a minimum of one (1) well volume prior to collecting
measurements of the field parameters. Allow at least one quarter (1/4) well volume
to purge between subsequent measurements. When purging a well that has the pump
or intake tubing placed within a fully submerged well screen or open hole, purge until
the water level has stabilized (well recovery rate equals the purge rate), then purge a
minimum of one (1) volume of the pump, associated tubing and flow cell (if used)
prior to collecting measurements of the field parameters. Take measurements of the
field parameters no sooner than two (2) to three (3) minutes apart. Purge at least
Rev 4-08 19

three (3) volumes of the pump, associated tubing and flow cell, if used, prior to
collecting a sample. When purging a well that has a partially submerged well screen,
purge a minimum of one (1) well volume prior to collecting measurements of the
field parameters. Take measurements of the field parameters no sooner than two (2)
to three (3) minutes apart.
c.) Purging ompletion - Wells must be adequately purged prior to sample collection to
ensure representation of the aquifer formation water, rather than stagnant well water.
This may be achieved by purging three volumes from the well or by satisfying any
one of the following three purge completion criteria:
1.) Three (3) consecutive measurements in which the three (3) parameters listed
below are within the stated limits, dissolved oxygen is no greater than 20
percent of saturation at the field measured temperature, and turbidity is no
greater than 20 Nephelometric Turbidity Units (NTUs).
• Temperature: + 0.2° C
• pH: + 0.2 Standard Units
• Specific Conductance: + 5.0% of reading
Document and report the following, as applicable. The last four items only
need to be submitted once:
• Purging rate.
• Drawdown in the well, if any.
• A description of the process and the data used to design the
well.
• The equipment and procedure used to install the well.
• The well development procedure.
• Pertinent lithologic or hydrogeologic information.
2.) If it is impossible to get dissolved oxygen at or below 20 percent of saturation
at the field measured temperature or turbidity at or below 20 NTUs, then three
(3) consecutive measurements of temperature, pH, specific conductance and
the parameter(s) dissolved oxygen and/or turbidity that do not meet the
requirements above must be within the limits below. The measurements are:
• Temperature: + 0.2° C
• pH: + 0.2 Standard Units
• Specific Conductance: + 5.0% of reading
• Dissolved Oxygen: + 0.2 mg/L or 10%, whichever is
greater
• Turbidity: + 5 NTUs or 10%, whichever is greater
Additionally, document and report the following, as applicable, except that
the last four(4) items only need to be submitted once:
• Purging rate.
• Drawdown in the well, if any.
• A description of conditions at the site that may cause the
dissolved oxygen to be high and/or dissolved oxygen
measurements made within the screened or open hole
portion of the well with a downhole dissolved oxygen
probe.
Rev 4-08 20

• A description of conditions at the site that may cause the
turbidity to be high and any procedures that will be used to
minimize turbidity in the future.
• A description of the process and the data used to design the
well.
• The equipment and procedure used to install the well.
• The well development procedure.
• Pertinent lithologic or hydrogeologic information.
3.) If after five (5) well volumes, three (3) consecutive measurements of the field
parameters temperature, pH, specific conductance, dissolved oxygen, and
turbidity are not within the limits stated above, check the instrument condition
and calibration, purging flow rate and all tubing connections to determine if
they might be affecting the ability to achieve stable measurements. It is at the
discretion of the consultant/contractor whether or not to collect a sample or to
continue purging. Further, the report in which the data are submitted must
include the following, as applicable. The last four (4) items only need to be
submitted once.
• Purging rate.
• Drawdown in the well, if any.
• A description of conditions at the site that may cause the
Dissolved Oxygen to be high and/or Dissolved Oxygen
measurements made within the screened or open hole
portion of the well with a downhole dissolved oxygen
probe.
• A description of conditions at the site that may cause the
turbidity to be high and any procedures that will be used to
minimize turbidity in the future.
• A description of the process and the data used to design the
well.
• The equipment and procedure used to install the well.
• The well development procedure.
• Pertinent lithologic or hydrogeologic information.
If wells have previously and consistently purged dry, and the current depth to
groundwater indicates that the well will purge dry during the current sampling
event, minimize the amount of water removed from the well by using the same
pump to purge and collect the sample:
• Place the pump or tubing intake within the well screened
interval.
• Use very small diameter Teflon, polyethylene or PP tubing
and the smallest possible pump chamber volume. This will
minimize the total volume of water pumped from the well
and reduce drawdown.
• Select tubing that is thick enough to minimize oxygen
transfer through the tubing walls while pumping.
Rev 4-08 21

• Pump at the lowest possible rate (100 mL/minute or less) to
reduce drawdown to a minimum.
• Purge at least two (2) volumes of the pumping system
(pump, tubing and flow cell, if used).
• Measure pH, specific conductance, temperature, dissolved
oxygen and turbidity, then begin to collect the samples.
Collect samples immediately after purging is complete. The time period between
completing the purge and sampling cannot exceed six hours. If sample collection
does not occur within one hour of purging completion, re -measure the five field
parameters: temperature, pH, specific conductance, dissolved oxygen and turbidity,
just prior to collecting the sample. If the measured values are not within 10 percent
of the previous measurements, re -purge the well. The exception is "dry" wells.
d.) Lanyards
1. Securely fasten lanyards, if used, to any downhole equipment (bailers,
pumps, etc.).
2. Use bailer lanyards in such a way that they do not touch the ground
surface.
Wells Without Plumbing
a.) Tubin /gip Placement
1. If attempting to minimize the volume of purge water, position the intake
hose or pump at the midpoint of the screened or open hole interval.
2. If monitoring well conditions do not allow minimizing of the purge water
volume, position the pump or intake hose near the top of the water
column. This will ensure that all stagnant water in the casing is removed.
3. If the well screen or borehole is partially submerged, and the pump will be
used for both purging and sampling, position the pump midway between
the measured water level and the bottom of the screen. Otherwise,
position the pump or intake hose near the top of the water column.
b.) Non -dedicated (portable) pumps
1. Variable Speed Peristaltic Pump
• Wear sampling gloves to position the decontaminated
pump and tubing.
• Attach a short section of tubing to the discharge side of the
pump and into a graduated container.
• Attach one end of a length of new or precleaned tubing to
the pump head flexible hose.
• Place the tubing as described in one of the options listed
above.
• Change gloves before beginning to purge.
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• Adjust the purging rate so that it is equivalent to the well
recovery rate to minimize drawdown.
Rev 4-08 22

• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdrawal rate with the
recharge rate.
• If the water table continues to drop during pumping, lower
the tubing at the approximate rate of drawdown so that
water is removed from the top of the water column.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
• Decontaminate the pump and tubing between wells (see
Appendix C) or if precleaned tubing is used for each well,
only the pump.
2. Variable Speed Centrifugal Pump
• Position fuel powered equipment downwind and at least 10
feet from the well head. Make sure that the exhaust faces
downwind.
• Wear sampling gloves to position the decontaminated
pump and tubing.
• Place the decontaminated suction hose so that water is
always pumped from the top of the water column.
• Change gloves before beginning to purge.
• Equip the suction hose with a foot valve to prevent purge
water from re-entering the well.
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• To minimize drawdown, adjust the purging rate so that it is
equivalent to the well recovery rate.
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdrawal rate with the
recharge rate.
• If the water table continues to drop during pumping, lower
the tubing at the approximate rate of drawdown so that the
water is removed from the top of the water column.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
• Decontaminate the pump and tubing between wells or if
precleaned tubing is used for each well, only the pump.
3. Variable Speed Electric Submersible Pump
• Position fuel powered equipment downwind and at least 10
feet from the well head. Make sure that the exhaust faces
downwind.
• Wear sampling gloves to position the decontaminated
pump and tubing.
• Carefully position the decontaminated pump.
Rev 4-08 23

•
Change gloves before beginning to purge.
•
Measure the depth to groundwater at frequent intervals.
•
Record these measurements.
•
To minimize drawdown, adjust the purging rate so that it is
equivalent to the well recovery rate.
•
If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdrawal rate with the
recharge rate.
•
If the water table continues to drop during pumping, lower
the tubing or pump at the approximate rate of drawdown so
that water is removed from the top of the water column.
•
Record the purging rate each time the rate changes.
•
Measure the purge volume.
•
Record this measurement.
•
Decontaminate the pump and tubing between wells or only
the pump if precleaned tubing is used for each well.
4. Variable Speed Bladder Pump
•
Position fuel powered equipment downwind and at least 10
feet from the well head. Make sure that the exhaust faces
downwind.
•
Wear sampling gloves to position the decontaminated
pump and tubing.
•
Attach the tubing and carefully position the pump.
•
Change gloves before beginning purging.
•
Measure the depth to groundwater at frequent intervals.
•
Record these measurements.
•
To minimize drawdown, adjust the purging rate so that it is
equivalent to the well recovery rate.
•
If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdrawal rate with the
recharge rate.
•
If the water table continues to drop during pumping, lower
the tubing or pump at the approximate rate of drawdown so
that water is removed from the top of the water column.
•
Record the purging rate each time the rate changes.
•
Measure the purge volume.
•
Record this measurement.
•
Decontaminate the pump and tubing between wells or if
precleaned tubing is used for each well, only the pump.
c.) Dedicated Portable Pumps
1. Variable Speed Electric Submersible Pump
•
Position fuel powered equipment downwind and at least 10
feet from the well head. Make sure that the exhaust faces
downwind.
•
Wear sampling gloves.
Rev 4-08 24

• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• Adjust the purging rate so that it is equivalent to the well
recovery rate to minimize drawdown.
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdraw with the recharge
rate.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
2. Variable Speed Bladder Pump
• Position fuel powered equipment downwind and at least 10
feet from the well head. Make sure that the exhaust faces
downwind.
• Wear sampling gloves.
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• Adjust the purging rate so that it is equivalent to the well
recovery rate to minimize drawdown.
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdraw with the recharge
rate.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
3. Bailers - Using bailers for purging is not recommended unless care is
taken to use proper bailing technique, or if free product is present in the
well or suspected to be in the well.
• Minimize handling the bailer as much as possible.
• Wear sampling gloves.
• Remove the bailer from its protective wrapping just before
use.
• Attach a lanyard of appropriate material.
• Use the lanyard to move and position the bailer.
• Lower and retrieve the bailer slowly and smoothly.
• Lower the bailer carefully into the well to a depth
approximately a foot above the water column.
• When the bailer is in position, lower the bailer into the
water column at a rate of 2 cm/sec until the desired depth is
reached.
• Do not lower the top of the bailer more than one (1) foot
below the top of the water table so that water is removed
from the top of the water column.
• Allow time for the bailer to fill with aquifer water as it
descends into the water column.
Rev 4-08 25

• Carefully raise the bailer. Retrieve the bailer at the same
rate of 2 cm/sec until the bottom of the bailer has cleared to
top of the water column.
• Measure the purge volume.
• Record the volume of the bailer.
• Continue to carefully lower and retrieve the bailer as
described above until the purging is considered complete,
based on either the removal of 3 well volumes.
• Remove at least one (1) well volume before collecting
measurements of the field parameters. Take each
subsequent set of measurements after removing at least one
quarter (1/4) well volume between measurements.
Groundwater Sampling Techniques
a.) Purge wells.
b.) Replace protective covering around the well if it is soiled or torn after completing
purging operations.
c.) Equipment Considerations
1. The following pumps are approved to collect volatile organic samples:
• Stainless steel and Teflon variable speed submersible
PUMPS
• Stainless steel and Teflon or polyethylene variable speed
bladder pumps
• Permanently installed PVC bodied pumps (As long as the
pump remains in contact with the water in the well at all
times)
2. Collect sample from the sampling device and store in sample container.
Do not use intermediate containers.
3. To avoid contamination or loss of analytes from the sample, handle
sampling equipment as little as possible and minimize equipment exposure
to the sample.
4. To reduce chances of cross -contamination, use dedicated equipment
whenever possible. "Dedicated" is defined as equipment that is to be used
solely for one location for the life of that equipment (e.g., permanently
mounted pump). Purchase dedicated equipment with the most sensitive
analyte of interest in mind.
• Clean or make sure dedicated pumps are clean before
installation. They do not need to be cleaned prior to each
use, but must be cleaned if they are withdrawn for repair or
servicing.
• Clean or make sure any permanently mounted tubing is
clean before installation.
• Change or clean tubing when the pump is withdrawn for
servicing.
• Clean any replaceable or temporary parts.
Rev 4-08 26

• Collect equipment blanks on dedicated pumping systems
when the tubing is cleaned or replaced.
• Clean or make sure dedicated bailers are clean before
placing them into the well.
• Collect an equipment blank on dedicated bailers before
introducing them into the water column.
• Suspend dedicated bailers above the water column if they
are stored in the well.
Sampling Wells Without Plumbing
a.) Sampling with Pumps — The following pumps may be used to sample for organics:
• Peristaltic pumps
• Stainless steel, Teflon or polyethylene bladder pumps
• Variable speed stainless steel and Teflon submersible
PUMPS
Peristaltic Pump
• Volatile Organics: One of three methods may be used.
■ Remove the drop tubing from the inlet side
of the pump; submerge the drop tubing into
the water column; prevent the water in the
tubing from flowing back into the well;
remove the drop tubing from the well;
carefully allow the groundwater to drain into
the sample vials; avoid turbulence; do not
aerate the sample; repeat steps until enough
vials are filled. OR
■ Use the pump to fill the drop tubing; quickly
remove the tubing from the pump; prevent
the water in the tubing from flowing back
into the well; remove the drop tubing from
the well; carefully allow the groundwater to
drain into the sample vials; avoid
turbulence; do not aerate the sample; repeat
steps until enough vials are filled. OR
■ Use the pump to fill the drop tubing;
withdraw the tubing from the well; reverse
the flow on the peristaltic pumps to deliver
the sample into the vials at a slow, steady
rate; repeat steps until enough vials are
filled.
• Extractable Organics: If delivery tubing is not
polyethylene or PP, or is not Teflon lined, use pump and
vacuum trap method. Connect the outflow tubing from the
container to the influent side of the peristaltic pump. Turn
pump on and reduce flow until smooth and even. Discard a
Rev 4-08 27

small portion of the sample to allow for air space. Preserve
(if required), label, and complete field notes.
• Inorganic samples: These samples may be collected from
the effluent tubing. If samples are collected from the
pump, decontaminate all tubing (including the tubing in the
head) or change it between wells. Preserve (if required),
label, and complete field notes.
2. Variable Speed Bladder Pump
• If sampling for organics, the pump body must be
constructed of stainless steel and the valves and bladder
must be Teflon. All tubing must be Teflon, polyethylene,
or PP and any cabling must be sealed in Teflon,
polyethylene or PP, or made of stainless steel.
• After purging to a smooth even flow, reduce the flow rate.
• When sampling for volatile organic compounds, reduce the
flow rate to 100-200mL/minute, if possible.
3. Variable Speed Submersible Pump
• The housing must be stainless steel.
• If sampling for organics, the internal impellers, seals and
gaskets must be constructed of stainless steel, Teflon,
polyethylene or PP. The delivery tubing must be Teflon,
polyethylene or PP; the electrical cord must be sealed in
Teflon; any cabling must be sealed in Teflon or constructed
of stainless steel.
• After purging to a smooth even flow, reduce the flow rate.
• When sampling for volatile organic compounds, reduce the
flow rate to 100-200mL/minute, if possible.
b.) Sampling with Bailers - A high degree of skill and coordination are necessary to
collect representative samples with a bailer.
1. General Considerations
• Minimize handling of bailer as much as possible.
• Wear sampling gloves.
• Remove bailer from protective wrapping just before use.
• Attach a lanyard of appropriate material.
• Use the lanyard to move and position the bailers.
• Do not allow bailer or lanyard to touch the ground.
• If bailer is certified precleaned, no rinsing is necessary.
• If both a pump and a bailer are to be used to collect
samples, rinse the exterior and interior of the bailer with
sample water from the pump before removing the pump.
• If the purge pump is not appropriate for collecting samples
(e.g., non -inert components), rinse the bailer by collecting a
single bailer of the groundwater to be sampled.
• Discard the water appropriately.
Rev 4-08 28

• Do not rinse the bailer if Oil and Grease samples are to be
collected.
2. Bailing Technique
• Collect all samples that are required to be collected with a
pump before collecting samples with the bailer.
• Raise and lower the bailer gently to minimize stirring up
particulate matter in the well and the water column, which
can increase sample turbidity.
• Lower the bailer carefully into the well to a depth
approximately a foot above the water column. When the
bailer is in position, lower the bailer into the water column
at a rate of 2 cm/sec until the desired depth is reached.
• Do not lower the top of the bailer more than one foot below
the top of the water table, so that water is removed from the
top of the water column.
• Allow time for the bailer to fill with aquifer water as it
descends into the water column.
• Do not allow the bailer to touch the bottom of the well or
particulate matter will be incorporated into the sample.
Carefully raise the bailer. Retrieve the bailer at the
same rate of 2 cm/sec until the bottom of the bailer has
cleared to top of the water column.
• Lower the bailer to approximately the same depth each
time.
• Collect the sample. Install a device to control the flow
from the bottom of the bailer and discard the first few
inches of water. Fill the appropriate sample containers by
allowing the sample to slowly flow down the side of the
container. Discard the last few inches of water in the
bailer.
• Repeat steps for additional samples.
• As a final step measure the DO, pH, temperature, turbidity
and specific conductance after the final sample has been
collected. Record all measurements and note the time
that sampling was completed.
c.) Sampling Low Permeability Aquifers or Wells that have Purged Dry
1. Collect the sample(s) after the well has been purged. Minimize the amount
of water removed from the well by using the same pump to purge and
collect the sample. If the well has purged dry, collect samples as soon as
sufficient sample water is available.
2. Measure the five field parameters temperature, pH, specific conductance,
dissolved oxygen and turbidity at the time of sample collection.
3. Advise the analytical laboratory and the client that the usual amount of
sample for analysis may not be available.
Rev 4-08 29

Appendix D - Collecting Samples from Wells with
Plumbing in Place
In -place plumbing is generally considered permanent equipment routinely used for purposes
other than purging and sampling, such as for water supply.
a.) Air Strippers or Remedial Systems - These types of systems are installed as
remediation devices. Collect influent and effluent samples from air stripping units as
described below.
1. Remove any tubing from the sampling port and flush for one to two
minutes.
2. Remove all hoses, aerators and filters (if possible).
3. Open the spigot and purge sufficient volume to flush the spigot and lines
and until the purging completion criteria have been met.
4. Reduce the flow rate to approximately 500 mUminute (a 1/8" stream) or
approximately 0.1 gal/minute before collecting samples.
5. Follow procedures for collecting samples from water supply wells as
outlined below.
b.) Water Supply Wells — Water supply wells with in -place plumbing do not require
equipment to be brought to the well to purge and sample. Water supply wells at UST
facilities must be sampled for volatile organic compounds (VOCs) and semivolatile
compounds (SVOCs).
1. Procedures for Sampling Water Supply Wells
• Label sample containers prior to sample collection.
• Prepare the storage and transport containers (ice chest, etc.;
before taking any samples so each collected sample can be
placed in a chilled environment immediately after
collection.
• You must choose the tap closest to the well, preferably at
the wellhead. The tap must be before any holding or
pressurization tank, water softener, ion exchange,
disinfection process or before the water line enters the
residence, office or building. If no tap fits the above
conditions, a new tap that does must be installed.
• The well pump must not be lubricated with oil, as that may
contaminate the samples.
• The sampling tap must be protected from exterior
contamination associated with being too close to a sink
bottom or to the ground. If the tap is too close to the
ground for direct collection into the appropriate container,
it is acceptable to use a smaller (clean) container to transfer
the sample to a larger container.
• Leaking taps that allow water to discharge from around the
valve stem handle and down the outside of the faucet, or
taps in which water tends to run up on the outside of the lip,
are to be avoided as sampling locations.
Rev 4-08 30

• Disconnect any hoses, filters, or aerators attached to the tap
before sampling.
• Do not sample from a tap close to a gas pump. The gas
fumes could contaminate the sample.
2. Collecting Volatile Organic Samples
• Equipment Needed: VOC sample vials [40 milliliters,
glass, may contain 3 to 4 drops of hydrochloric acid (HCl)
as preservative]; Disposable gloves and protective goggles;
Ice chest/cooler; Ice; Packing materials (sealable plastic
bags, bubble wrap, etc.); and Lab forms.
• Sampling Procedure: Run water from the well for at least
15 minutes. If the well is deep, run water longer (purging
three well volumes is best). If tap or spigot is located
directly before a holding tank, open a tap after the holding
tank to prevent any backflow into the tap where you will
take your sample. This will ensure that the water you
collect is "fresh" from the well and not from the holding
tank. After running the water for at least 15 minutes,
reduce the flow of water. The flow should be reduced to a
trickle but not so slow that it begins to drip. A smooth flow
of water will make collection easier and more accurate.
Remove the cap of a VOC vial and hold the vial under the
stream of water to fill it. Be careful not to spill any acid
that is in the vial. For best results use a low flow of water
and angle the vial slightly so that the water runs down the
inside of the vial. This will help keep the sample from
being agitated, aerated or splashed out of the vial. It will
also increase the accuracy of the sample. As the vial fills
and is almost full, turn the vial until it is straight up and
down so the water won't spill out. Fill the vial until the
water is just about to spill over the lip of the vial. The
surface of the water sample should become mounded. It is
a good idea not to overfill the vial, especially if an acid
preservative is present in the vial. Carefully replace and
screw the cap onto the vial. Some water may overflow as
the cap is put on. After the cap is secure, turn the vial
upside down and gently tap the vial to see if any bubbles
are present. If bubbles are present in the vial, remove the
cap, add more water and check again to see if bubbles are
present. Repeat as necessary. After two samples without
bubbles have been collected, the samples should be labeled
and prepared for shipment. Store samples at 4° C.
Rev 4-08 31

3. Collecting Extractable Organic and/or Metals Samples
• Equipment Needed: SVOC sample bottle [1 liter, amber
glass] and/or Metals sample bottle [0.5 liter, polyethylene
or glass, 5 milliliters of nitric acid (HNO3) preservative];
Disposable gloves and protective goggles; Ice
Chest/Cooler; Ice; Packing materials (sealable plastic bags,
bubble wrap, etc.); and Lab forms.
• Sampling Procedure: Run water from the well for at least
15 minutes. If the well is deep, run the water longer
(purging three well volumes is best). If tap or spigot is
located directly before a holding tank, open a tap after the
holding tank to prevent any backflow into the tap where
you will take your sample. This will ensure that the water
you collect is "fresh" from the well and not from the
holding tank. After running the water for at least 15
minutes, reduce the flow. Low water flow makes
collection easier and more accurate. Remove the cap of a
SVOC or metals bottle and hold it under the stream of
water to fill it. The bottle does not have to be completely
filled (i.e., you can leave an inch or so of headspace in the
bottle). After filling, screw on the cap, label the bottle and
prepare for shipment. Store samples at 4° C.
Rev 4-08 32

Appendix E - Collecting Surface Water Samples
The following topics include 1.) acceptable equipment selection and equipment construction
materials and 2.) standard grab, depth -specific and depth-composited surface water sampling
techniques.
Facilities which contain or border small rivers, streams or branches should include surface water
sampling as part of the monitoring program for each sampling event. A simple procedure for
selecting surface water monitoring sites is to locate a point on a stream where drainage leaves the
site. This provides detection of contamination through, and possibly downstream of, site via
discharge of surface waters. The sampling points selected should be downstream from any waste
areas. An upstream sample should be obtained in order to determine water quality upstream of
the influence of the site.
a.) General Cautions
1. When using watercraft take samples near the bow away and upwind from
any gasoline outboard engine. Orient watercraft so that bow is positioned
in the upstream direction.
2. When wading, collect samples upstream from the body. Avoid disturbing
sediments in the immediate area of sample collection.
3. Collect water samples prior to taking sediment samples when obtaining
both from the same area (site).
4. Unless dictated by permit, program or order, sampling at or near man-
made structures (e.g., dams, weirs or bridges) may not provide
representative data because of unnatural flow patterns.
5. Collect surface water samples from downstream towards upstream.
b.) Equipment and Supplies - Select equipment based on the analytes of interest, specific
use, and availability.
c.) Surface Water Sampling Techniques - Adhere to all general protocols applicable to
aqueous sampling when following the surface water sampling procedures addressed
below.
1. Manual Sampling: Use manual sampling for collecting grab samples for
immediate in -situ field analyses. Use manual sampling in lieu of
automatic equipment over extended periods of time for composite
sampling, especially when it is necessary to observe and/or note unusual
conditions.
• Surface Grab Samples - Do not use sample containers containing
premeasured amounts of preservatives to collect grab samples. If
the sample matrix is homogeneous, then the grab method is a
simple and effective technique for collection purposes. If
homogeneity is not apparent, based on flow or vertical variations
(and should never be assumed), then use other collection protocols.
Where practical, use the actual sample container submitted to the
laboratory for collecting samples to be analyzed for oil and grease,
volatile organic compounds (VOCs), and microbiological samples.
This procedure eliminates the possibility of contaminating the
sample with an intermediate collection container. The use of
Rev 4-08 33

unpreserved sample containers as direct grab samplers is
encouraged since the same container can be submitted for
laboratory analysis after appropriate preservation. This procedure
reduces sample handling and eliminates potential contamination
from other sources (e.g., additional sampling equipment,
environment, etc.).
1. Grab directly into sample container.
2. Slowly submerge the container, opening neck first, into the
water.
3. Invert the bottle so the neck is upright and pointing towards
the direction of water flow (if applicable). Allow water to
run slowly into the container until filled.
4. Return the filled container quickly to the surface.
5. Pour out a few mL of sample away from and downstream
of the sampling location. This procedure allows for the
addition of preservatives and sample expansion. Do not
use this step for volatile organics or other analytes where
headspace is not allowed in the sample container.
6. Add preservatives, securely cap container, label, and
complete field notes. If sample containers are attached to a
pole via a clamp, submerge the container and follow steps 3
— 5 but omit steps I and 2.
• Sampling with an Intermediate Vessel or Container: If the sample
cannot be collected directly into the sample container to be
submitted to the laboratory, or if the laboratory provides
prepreserved sample containers, use an unpreserved sample
container or an intermediate vessel (e.g., beakers, buckets or
dippers) to obtain the sample. These vessels must be constructed
appropriately, including any poles or extension arms used to access
the sample location.
I. Rinse the intermediate vessel with ample amounts of site
water prior to collecting the first sample.
2. Collect the sample as outlined above using the intermediate
vessel.
3. Use pole mounted containers of appropriate construction to
sample at distances away from shore, boat, etc. Follow the
protocols above to collect samples.
• Peristaltic Pump and Tubing: The most portable pump for this
technique is a 12 volt peristaltic pump. Use appropriately
precleaned, silastic tubing in the pump head and attach
polyethylene, Tygon, etc. tubing to the pump. This technique is
not acceptable for Oil and Grease, EPH, VPH or VOCs.
Extractable organics can be collected through the pump if flexible
interior -wall Teflon, polyethylene or PP tubing is used in the pump
head or if used with the organic trap setup.
Rev 4-08 34

1. Lower appropriately precleaned tubing to a depth of 6 — 12
inches below water surface, where possible.
2. Pump 3 — 5 tube volumes through the system to acclimate
the tubing before collecting the first sample.
3. Fill individual sample bottles via the discharge tubing. Be
careful not to remove the inlet tubing from the water.
4. Add preservatives, securely cap container, label, and
complete field notes.
Mid -Depth Grab Samples: Mid -depth samples or samples taken at
a specific depth can approximate the conditions throughout the
entire water column. The equipment that may be used for this type
of sampling consists of the following depth -specific sampling
devices: Kemmerer, Niskin, Van Dorn type, etc. You may also
use pumps with tubing or double check -valve bailers. Certain
construction material details may preclude its use for certain
analytes. Many Kemmerer samplers are constructed of plastic and
rubber that preclude their use for all volatile and extractable
organic sampling. Some newer devices are constructed of stainless
steel or are all Teflon or Teflon -coated. These are acceptable for
all analyte groups without restriction.
1. Measure the water column to determine maximum depth
and sampling depth prior to lowering the sampling device.
2. Mark the line attached to the sampler with depth
increments so that the sampling depth can be accurately
recorded.
3. Lower the sampler slowly to the appropriate sampling
depth, taking care not to disturb the sediments.
4. At the desired depth, send the messenger weight down to
trip the closure mechanism.
5. Retrieve the sampler slowly.
6. Rinse the sampling device with ample amounts of site
water prior to collecting the first sample. Discard rinsate
away from and downstream of the sampling location.
7. Fill the individual sample bottles via the discharge tube.
Double Check -Valve Bailers: Collect samples using double check -
valve bailers if the data requirements do not necessitate a sample
from a strictly discrete interval of the water column. Bailers with
an upper and lower check -valve can be lowered through the water
column. Water will continually be displaced through the bailer
until the desired depth is reached, at which point the bailer is
retrieved. Sampling with this type of bailer must follow the same
protocols outlined above, except that a messenger weight is not
applicable. Although not designed specifically for this kind of
sampling, a bailer is acceptable when a mid -depth sample is
required
Rev 4-08 35

1. As the bailer is dropped through the water column, water is
displaced through the body of the bailer. The degree of
displacement depends upon the check -valve ball movement
to allow water to flow freely through the bailer body.
2. Slowly lower the bailer to the appropriate depth. Upon
retrieval, the two check valves seat, preventing water from
escaping or entering the bailer.
3. Rinse the sampling device with ample amounts of site
water prior to collecting the first sample.
4. Fill the individual sample bottles via the discharge tube.
Sample bottles must be handled as described above.
Peristaltic Pump and Tubing: The most portable pump for this
technique is a 12 volt peristaltic pump. Use appropriately
precleaned, silastic tubing in the pump head and attach HDPE,
Tygon, etc. tubing to the pump. This technique is not acceptable
for Oil and Grease, EPH, VPH or VOCs. Extractable organics can
be collected through the pump if flexible interior -wall Teflon,
polyethylene or PP tubing is used in the pump head, or if used with
an organic trap setup.
1. Measure the water column to determine the maximum
depth and the sampling depth.
2. Tubing will need to be tied to a stiff pole or be weighted
down so the tubing placement will be secure. Do not use a
lead weight. Any dense, non -contaminating, non -
interfering material will work (brick, stainless steel weight,
etc.). Tie the weight with a lanyard (braided or
monofilament nylon, etc.) so that it is located below the
inlet of the tubing.
3. Turn the pump on and allow several tubing volumes of
water to be discharged before collecting the first sample.
4. Fill the individual sample bottles via the discharge tube.
Sample bottles must be handled as described above.
Rev 4-08 36

APPENDIX C
Civil & Environmental Consultants, Inc.

DENR USE ONLY ❑Paper Report ❑Electronic Data - Email CD (data loaded: Yes / No) Doc/Event #:
NC DENR I IEnvironmental Monitoring
Division of Waste Management - Solid Waste Reporting Form
Notice: This form and any information attached to it are "Public Records" as defined in NC General Statute 132-1. As such, these documents are
available for inspection and examination by any person upon request (NC General Statute 132-6).
Instructions:
Prepare one form for each individually monitored unit.
Please type or print legibly.
Attach a notification table with values that attain or exceed NC 2L groundwater standards or NC 2B surface water standards. The notification
must include a preliminary analysis of the cause and significance of each value. (e.g. naturally occurring, off -site source, pre-existing
condition, etc.).
Attach a notification table of any groundwater or surface water values that equal or exceed the reporting limits.
Attach a notification table of any methane gas values that attain or exceed explosive gas levels. This includes any structures on or nearby the
facility (NCAC 13B .1629 (4)(a)(i).
Send the original signed and sealed form, any tables, and Electronic Data Deliverable to: Compliance Unit, NCDENR-DWM, Solid Waste
Section, 1646 Mail Service Center, Raleigh, NC27699-1646.
Solid Waste Monitoring Data Submittal Information
Name of entity submitting data (laboratory, consultant, facilityowner):
Contact for questions about data formatting. Include data preparer's name, telephone number and E-mail address:
Name: Phone:
E-mail
NC Landfill Rule: Actual sampling dates (e.g.,
Facility name: Facility Address: Facility Permit # (.0500 or .1600) October 20-24, 2006)
Environmental Status: (Check all that apply)
❑ Initial/Background Monitoring ❑ Detection Monitoring ❑ Assessment Monitoring ❑ Corrective Action
of data submitted: (Check all thatapply)
Groundwater monitoring data from monitoring wells ❑
Groundwater monitoring data from private water supplywells ❑
Leachate monitoring data 1-1Surface water monitoring data
Methane gas monitoring data
Corrective action data (specify)
Other(specify)
Notification attached?
❑ No. No groundwater or surface water standards were exceeded.
Yes, a notification of values exceeding a groundwater or surface water standard is attached. It includes a list of groundwater and surface water
monitoring points, dates, analytical values, NC 2L groundwater standard, NC 2B surface water standard or NC Solid Waste GWPS and
preliminary analysis of the cause and significance of any concentration.
❑ Yes, a notification of values exceeding an explosive methane gas limit is attached. It includes the methane monitoring points, dates, sample
values and explosive methane gas limits.
Certification
To the best of my knowledge, the information reported and statements made on this data submittal and attachments are true and correct.
Furthermore, I have attached complete notification of any sampling values meeting or exceeding groundwater standards or explosive gas
levels, and a preliminary analysis of the cause and significance of concentrations exceeding groundwater standards. I am aware that there
are significant penalties for making any false statement, representation, or certification including the possibility of a fine and imprisonment.
Facility Representative Name (Print) Title (Area Code) Telephone Number
Affix NC Licensed/ Professional Geologist Seal
Signature
Facility Representative Address
Date
NC PE Firm License Number (if applicable effective May 1, 2009)
Revised 6/2009

46PA
NCDENR
North Carolina Department of Environment and Natural Resources
Dexter R. Matthews, Director
MEMORANDUM
Division of Waste Management
October 16, 2007
Michael F. Easley, Governor
William G. Ross Jr., Secretary
To: Solid Waste Directors, Landfill Operators, North Carolina Certified
Laboratories, and Consultants
From: North Carolina Division of Waste Management, Solid Waste Section
Re: Environmental Monitoring Data for North Carolina Solid Waste
Management Facilities
The purpose of this memorandum is to provide a reiteration of the use of the Solid Waste
Section Limits (SWSLs), provide new information on the Groundwater Protection
Standards, and provide a reminder of formats for environmental monitoring data
submittals.
The updated guidelines are in large part due to questions and concerns from laboratories,
consultants, and the regulated community regarding the detection of constituents in
groundwater at levels below the previous Practical Quantitation Limits (PQLs). The
North Carolina Solid Waste Section solicited feedback from the regulated community,
and, in conjunction with the regulated community, developed new limits. The primary
purpose of these changes was to improve the protection of public health and the
environment.
Data must be reported to the laboratory specific method detection limits and must be
quantifiable at or below the SWSLs. The SWSLs must be used for both groundwater and
surface water data reported to the North Carolina Solid Waste Section. The PQLs will no
longer be used.
In June 2007, we received new information regarding changes to the Groundwater
Protection Standards. If a North Carolina 2L Groundwater Standard does not exist, then
a designated Groundwater Protection Standard is used pursuant to 15A NCAC 13B
.1634. Toxicologists with the North Carolina Department of Health and Human Services
calculated these new Groundwater Protection Standards. Questions regarding how the
standards were calculated can be directed to the North Carolina Department of Health
and Human Services.
1646 Mail Service Center, Raleigh, North Carolina 27699-1646
Phone [phone] FAX [phone] Internet http://wastenotnc.org
1
An Equal Opportunity / Affirmative Action Employer— Printed on Dual Purpose Recycled Paper

We have reviewed the new results from the North Carolina Department of Public Health
and have updated our webpage accordingly. The list of Groundwater Protection
Standards, North Carolina 2L Standards and SWSLs are subject to change and will be
reviewed every year or sooner if new scientific and toxicological data become available.
Please review our website periodically for any changes to the 2L NC Standards,
Groundwater Protection Standards, or SWSLs. Specific updates will be noted on our
website.
http://www.wastenotnc.org/sw/swenvmonitorin lig st.asp
In addition, the following should be included with environmental monitoring data
submittals:
1. Environmental Monitoring Data Form as a cover sheet:
http://www.wastenotnc. org/swhome/EnvMonitoring/NCEnvMonRptFonn.pdf
2. Copy of original laboratory results.
3. Table of detections and discussion of 2L exceedances.
4. Electronic files on CD or sent by email. These files should include the written report as
a Portable Document Format (PDF) file and the laboratory data as an excel file following
the format of the updated Electronic Data Deliverable (EDD) template on our website:
http://www.wastenotnc.org/swhome/enviro monitoring.asp
If you have any questions or concerns, please feel free to contact Donald Herndon (919-
508-8502), Ervin Lane (919-508-8520) or Jaclynne Drummond (919-508-8500).
Thank you for your continued cooperation with these matters.
1646 Mail Service Center, Raleigh, North Carolina 27699-1646 2
Phone [phone] FAX [phone] Internet http://wastenotnc.org
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Amn-iiil;WA
NCDENR
North Carolina Department of Environment and Natural Resources
Dexter R. Matthews, Director Division of Waste Management Michael F. Easley, Governor
William G. Ross Jr., Secretary
October 27, 2006
To: SW Director/County Manager/Consultant/Laboratory
From: NC DENR-DWM, Solid Waste Section
Re: New Guidelines for Electronic Submittal of Environmental Monitoring Data
The Solid Waste Section receives and reviews a wide variety of environmental monitoring data from permitted
solid waste management facilities, including the results from groundwater and surface water analyses, leachate
samples, methane gas readings, potentiometric measurements, and corrective action data. We are in the process
of developing a database to capture the large volume of data submitted by facilities.
To maintain the integrity of the database, it is critical that facilities, consultants, and laboratories work with the
Solid Waste Section to ensure that environmental samples are collected and analyzed properly with the resulting
data transferred to the Solid Waste Section in an accurate manner.
In order to better serve the public and to expedite our review process, the Solid Waste Section is requesting
specific formatting for environmental monitoring data submittals for all solid waste management facilities.
Effective, December 1, 2006, please submit a Solid Waste Environmental Monitoring Data Form in
addition to your environmental monitoring data report. This form will be sent in lieu of your current cover
letter to the Solid Waste Section. The Solid Waste Environmental Monitoring Data Form must be filled out
completely, signed, and stamped with a Board Certified North Carolina Geologist License Seal.
The solid waste environmental monitoring data form will include the following:
1. Contact Information
2. Facility Name
3. Facility Permit Number
4. Facility Address
5. Monitoring Event Date (MM/DD/YYYY)
6. Water Quality Status: Monitoring, Detection Monitoring, or Assessment Monitoring
7. Type of Data Submitted: Groundwater Monitoring Wells, Groundwater Potable Wells, Leachate,
Methane Gas, or Corrective Action Data
8. Notification of Exceedance of Groundwater, Surface Water, or Methane Gas (in table form)
a. Signature
10. North Carolina Geologist Seal
1646 Mail Service Center, Raleigh, North Carolina 27699-1646
Phone: [phone] FAX: [phone] Internet http://wastenotnc.org
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Page 2 of 2
Most of these criteria are already being included or can be added with little effort. The Solid Waste
Environmental Monitoring Data Form can be downloaded from our website:
hllp://www.wastenotnc.org/swhome/enviro monitoring.asp.
The Solid Waste Section is also requesting a new format for monitoring wells, potable wells, surface water
sampling locations, and methane probes. This format is essential in the development and maintenance of the
database. The Solid Waste Section is requesting that each sampling location at all North Carolina solid waste
management facilities have its own unique identification number. We are simply asking for the permit number
to be placed directly in front of the sampling location number (example: 9901-MW1 = Permit Number 99-01
and Monitoring Well MW-1). No changes will need to be made to the well tags, etc. This unique identification
system will enable us to accurately report data not only to NCDENR, but to the public as well. We understand
that this new identification system will take some time to implement, but we feel that this will be beneficial to
everyone involved in the long term.
Additionally, effective December 1, 2006, the Practical Quantitation Limits (PQLs) established in 1994
will change. The Solid Waste Section is requiring that all solid waste management facilities use the new Solid
Waste Reporting Limits (SWRL) for all groundwater analyses by a North Carolina Certified Laboratory.
Laboratories must also report any detection of a constituent even it is detected below the new SWRL (e.g., J
values where the constituent was detected above the detection limit, but below the quantitation limit).
PQLs are technology -based analytical levels that are considered achievable using the referenced analytical
method. The PQL is considered the lowest concentration of a contaminant that the lab can accurately detect and
quantify. PQLs provided consistency and available numbers that were achievable by the given analytical
method. However, PQLs are not health -based, and analytical instruments have improved over the years
resulting in lower achievable PQLs for many of the constituents. As a result, the Solid Waste Section has
established the SWRLs as the new reporting limits eliminating the use of the PQLs.
We would also like to take this opportunity to encourage electronic submittal of the reports. This option is
intended to save resources for both the public and private sectors. The Solid Waste Section will accept the
entire report including narrative text, figures, tables, and maps on CD-ROM. The CD-ROM submittal shall
contain a CD-ROM case and both CD-ROM and the case shall be labeled with the site name, site address,
permit number, and the monitoring event date (MM/DD/YYYY). The files maybe a .pdf, .txt, .csv, .xls, or .doc
type. Also, analytical lab data should be reported in an .xls file. We have a template for analytical lab data
available on the web at the address listed above.
If you have any questions or concerns, please call [phone]. Thank you for your anticipated cooperation
in this matter.

North Carolina
Dexter R. Matthews, Director
MEMORANDUM
4 'A
,A_�79 0 .
NCDENR
Department of Environment and
Division of Waste Management
February 23, 2007
Natural Resources
Michael F. Easley, Governor
William G. Ross Jr., Secretary
To: Solid Waste Directors, Landfill Operators, North Carolina Certified Laboratories, and Consultants
From: North Carolina Division of Waste Management, Solid Waste Section
Re: Addendum to October 27, 2006, North Carolina Solid Waste Section Memorandum Regarding New
Guidelines for Electronic Submittal of Environmental Data.
The purpose of this addendum memorandum is to provide further clarification to the October 27, 2006, North
Carolina Solid Waste Section memo titled, "New Guidelines for Electronic Submittal of Environmental Data."
The updated guidelines is in large part due to questions and concerns from laboratories, consultants, and the
regulated community regarding the detection of constituents in groundwater at levels below the previous
practical quantitation limits (PQLs). The North Carolina Solid Waste Section solicited feedback from the
regulated community, and, in conjunction with the regulated community, developed new limits. The primary
purpose of these changes was to improve the protection of public health and the environment. The North
Carolina Solid Waste Section is concerned about analytical data at these low levels because the earliest possible
detection of toxic or potentially carcinogenic chemicals in the environment is paramount in the North Carolina
Solid Waste Section's mission to protect human health and the environment. Low level analytical data are
critical for making the correct choices when designing site remediation strategies, alerting the public to health
threats, and protecting the environment from toxic contaminants. The revised limits were updated based on
readily available laboratory analytical methodology and current health -based groundwater protection standards.
Definitions
Many definitions relating to detection limits and quantitation limits are used in the literature and by government
agencies, and commonly accepted procedures for calculating these limits exist. Except for the Solid Waste
Section Limit and the North Carolina 2L Standards, the definitions listed below are referenced from the
Environmental Protection Agency (EPA). The definitions are also an attempt to clarify the meaning of these
terms as used by the North Carolina Solid Waste Section.
Method Detection Limit (MDL) is the minimum concentration of a substance that can be measured and
reported with 99% confidence that the analyte concentration is greater than zero.
Method Reporting Limit or Method Quantitation Limit (MRL or MQL) is the minimum concentration of a
target analyte that can be accurately determined by the referenced method.
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Practical Quantitation Limit (PQL) is a quantitation limit that represents a practical and routinely achievable
quantitation limit with a high degree of certainty (>99.9% confidence) in the results. Per EPA Publication
Number SW-846, the PQL is the lowest concentration that can be reliably measured within specified limits of
precision and accuracy for a specific laboratory analytical method during routine laboratory operating
conditions in accordance with "Test Methods for Evaluating Solid Wastes, Physical/Chemical Methods. The
PQL appears in older NCDENR literature; however, it is no longer being used by the North Carolina Solid
Waste Section.
Solid Waste Section Limit (SWSL) is the lowest amount of analyte in a sample that can be quantitatively
determined with suitable precision and accuracy. The SWSL is the concentration below which reported
analytical results must be qualified as estimated. The SWSL is the updated version of the PQL that appears in
older North Carolina Solid Waste Section literature. The SWSL is the limit established by the laboratory survey
conducted by the North Carolina Solid Waste Section. The nomenclature of the SWRL described in the October
27, 2006, memorandum has changed to the SWSL.
North Carolina 2L Standards (2L) are water quality standards for the protection of groundwaters of North
Carolina as specified in 15A NCAC 2L .0200, Classifications and Water Quality Standards Applicable to the
Groundwaters of North Carolina.
Method Detection Limits (MDLs)
Clarification of detection limits referenced in the October 27, 2006, memorandum needed to be addressed
because of concerns raised by the regulated community. The North Carolina Solid Waste Section is now
requiring laboratories to report to the method detection limit.
Method detection limits are statistically determined values that define the concentration at which measurements
of a substance by a specific analytical protocol can be distinguished from measurements of a blank (background
noise). Method detection limits are matrix -specific and require a well defined analytical method. In the course
of routine operations, laboratories generally report the highest method detection limit for all the instruments
used for a specific method.
In many instances, the North Carolina Solid Waste Section gathers data from many sources prior to evaluating
the data or making a compliance decision. Standardization in data reporting significantly enhances the ability to
interpret and review data because the reporting formats are comparable. Reporting a method detection limit
alerts data users of the known uncertainties and limitations associated with using the data. Data users must
understand these limitations in order to minimize the risk of making poor environmental decisions. Censoring
data below unspecified or non -statistical reporting limits severely biases data sets and restricts their usefulness.
Solid Waste Section Limits (SWSLs
Due to comments from the regulated community, the North Carolina Solid Waste Section has changed the
nomenclature of the new limits referenced on Page 2 of the October 27, 2006, memorandum, from the North
Carolina Solid Waste Reporting Limits (SWRL) to the Solid Waste Section Limits (SWSL). Data must be
reported to the laboratory specific method detection limits and must be quantifiable at or below the SWSL. The
SWSLs must be used for both groundwater and surface water data reported to the North Carolina Solid Waste
Section. The PQLs will no longer be used.
1646 Mail Service Center, Raleigh, North Carolina 27699-1646 2
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The North Carolina Solid Waste Section has considered further feedback from laboratories and the regulated
community and has made some additional changes to the values of the SWSLs. These changes may be viewed
on our webpage:
http://www.wastenotnc.org/sw/swenvmonitoringlist.asp
Analytical Data Reporting Requirements
The strategy for implementing the new analytical data reporting requirements involves reporting the actual
laboratory method detection limit with all analytical laboratory results along with the following requirements:
1) Any analyte detected at a concentration greater than the MDL but less than the SWSL is known to be present,
but the uncertainty in the value is higher than a value reported above the SWSL. As a result, the actual
concentration is estimated. The estimated concentration is reported along with a qualifier ("J" flag) to alert data
users that the result is between the MDL and the SWSL. Any analytical data below quantifiable levels should
be examined closely to evaluate whether the analytical data should be included in any statistical analysis. A
statistician should make this determination. If an analyte is detected below the North Carolina 2L Standards,
even if it is a quantifiable concentration, compliance action may not be taken unless it is statistically significant
increase over background.
These analytical results may require additional confirmation.
2) Any analyte detected at a concentration greater than the SWSL is present, and the quantitated value can be
reported with a high degree of confidence. These analytes are reported without estimated qualification. The
laboratory's MDL and SWSL must be included in the analytical laboratory report. Any reported concentration
of an organic or inorganic constituent at or above the North Carolina 2L Standards will be used for compliance
purposes, unless the inorganic constituent is not statistically significant). Exceedance of the North Carolina 2L
Standards or a statistically significant increase over background concentrations define when a violation has
occurred. Any reported concentration of an organic or inorganic constituent at or above the SWSL that is not
above an North Carolina 2L Standard will be used as a tool to assess the integrity of the landfill system and
predict the possibility that a constituent concentration may exceed the North Carolina 2L Standards in the
future.
These analytical results may be used for compliance without further confirmation.
Failure to comply with the requirements described in the October 27, 2006, memorandum and this addendum to
the October 27, 2006, memorandum will constitute a violation of 15A NCAC 13B .0601, .0602, or .1632(b),
and the analytical data will be returned and deemed unacceptable. Submittal of unacceptable data may lead to
enforcement action.
Electronic Data Deliverable (EDD) Submittal
The North Carolina Solid Waste Section would also like to take this opportunity to encourage electronic
submittal of the reports in addition to the analytical laboratory data. This option is intended to save resources
for both the public and private sectors.
The North Carolina Solid Waste Section will accept the entire report including narrative text, figures, tables,
and maps on CD-ROM. Please separate the figures and tables from the report when saving in order to keep the
1646 Mail Service Center, Raleigh, North Carolina 27699-1646 3
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size of the files smaller. The CD-ROM submittal shall contain a CD-ROM case and both CD-ROM and the
case shall be labeled with the site name, site address, permit number, and the monitoring event date
(MM/DD/YYYY). The reporting files maybe submitted as a .pdf, .txt, .csv, .xls,. or .doc type.
Also, analytical lab data and field data should be reported in .xls files. The North Carolina Solid Waste Section
has a template for analytical lab data and field data. This template is available on our webpage:
http://www.wastenotnc.org/swhome/enviro_monitoring.asp. Methane monitoring data may also be submitted
electronically in this format.
Pursuant to the October 27, 2006, memorandum, please remember to submit a Solid Waste Section
Environmental Monitoring Reporting Form in addition to your environmental monitoring data report. This
form should be sealed by a geologist or engineer licensed in North Carolina if hydrogeologic or geologic
calculations, maps, or interpretations are included with the report. Otherwise, any representative that the
facility owner chooses may sign and submit the form. Also, if the concentration of methane generated by the
facility exceeds 100% of the lower explosive limits (LEL) at the property boundary or exceeds 25% of the LEL
in facility structures (excluding gas control or recovery system components), include the exceedance(s) on the
North Carolina Solid Waste Section Environmental Monitoring Reporting Form.
If you have any questions or concerns, please feel free to contact Jaclynne Drummond (919-508-8500) or Ervin
Lane (919-508-8520).
Thank you for your continued cooperation with this matter.
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ROY COOPER
vomor
rlo_
MICHAEL S. REGAN
Secretary
Waste Management MICHAEL SCOTT
ENVIRONMENTAL QUALITY [frof[+7
May 29, 2018
MEMORANDUM
To: Solid Waste Directors, Landfill Owners/Operators, and North Carolina Certified
Laboratories
From: Ed Mussler, Section Chief
North Carolina Division of Waste Management, Solid Waste Section
Re: 1,4-Dioxane Analysis, Solid Waste Section Limits, and Laboratory Analytical
Methods
1,4-Dioxane Sampling
In accordance with 15A NCAC 13B .0601, .0544, and .1632, the Solid Waste Section (Section) is
requiring that all groundwater and surface water samples collected at landfills after July 1, 2018
be analyzed for the constituent 1,4-Dioxane. It is primarily used as a stabilizer for chlorinated
solvents, however also used in many products including paint strippers, dyes, greases, varnishes
and waxes. Additionally, it is found in a variety of consumer products such as detergents,
shampoos, deodorants, and cosmetics. The current 15A NCAC 02L .0202 Standard for 1,4-
Dioxane is 3.0 µg/1. Due to the potential health hazards associated with 1,4-Dioxane, the Section
has determined that all landfills should begin analyzing groundwater and surface water samples
for 1,4-Dioxane to ensure protection of human health and the environment. A USEPA Technical
Fact Sheet for 1,4-Dioxane is provided in Appendix A of this Memorandum.
Solid Waste Section Limits & Laboratory Analytical Methods
In 2006, the Solid Waste Section made a policy decision to develop and use Solid Waste Section
Limits (SWSLs). The purpose for this policy decision was to ensure that low level analytical data
was consistently being reported for the purpose of making the correct choices when designing site
remediation strategies, alerting the public to health threats, and protecting the environment from
toxic contaminants. Over the past 12 years, technologies have advanced such that the majority of
the SWSLs are outdated. Given the rapid pace of technology, the need for the Section to attempt
to continuously update and/or maintain the SWSLs is not warranted.
State of North Carolina I Environmental Quality I Waste Management
217 West Jones Street 1 I646 Mail Service Center I Raleigh, North Carolina 27699-1646
919 707 6200

Although the use of the SWSLs will be discontinued, facilities should choose EPA approved
analytical methods sufficiently sensitive to quantify the presence of a pollutant at or below
applicable standards. Consistently achieving low level data is key for the continued purpose of
making the correct choices when designing site remediation strategies, alerting the public to health
threats, and protecting the environment from toxic contaminants. Facilities should communicate
and coordinate with their analytical laboratory(s) to use sufficiently sensitive analytical methods
to achieve analytical results with detection limits below the applicable groundwater standards and
surface water standards. For guidance purposes, the Section recommends the use of the following
analytical methods for groundwater and surface water samples.
Volatile Organic Compounds
SW 846 Method 8260
1,4-Dioxane
SW 846 Method 8260 SIM
SW 846 Method 8270 SIM
Semi -Volatile Organic
SW 846 Method 8270
Compounds
Metals, Pesticides, PCBs,
SW 846 Methods, USEPA
Dioxins, Cyanide,
methods, or method published
Formaldehyde, and any other
in Standard Methods for the
constituents not covered by
Examination of Water and
above methods
Wastewater having the lowest
detection limits or having
detection limits below
applicable standards
Notes:
• The analytical methods should be the most recent versions of the analytical methods
tabulated above. For SW- 846 Methods, the latest edition of SW-846, including any
subsequent updates which have been incorporated into the edition, must be used. Sampling
must be planned so that required holding times for analytical methods are met.
• Select Ion Monitoring (SIM) is recommended when analyzing for 1,4-Dioxane in order to
achieve applicable detection limits. SIM may be useful for other VOCs/SVOC constituents.
• SW-846 Method 1610 does not have detection limits below the 1 SA NCAC 2L standards
for all of the hazardous substance list metals.
• The Section considers "J" flag values valid and relevant in the decision making process
and hence all "J" flag values should be reported.
If you have any questions, please contact Adam Ulishney at [phone] or via email at
adam.ulishney&ncdenr.gov. Thank you for your cooperation in this matter.
Stat(-of North CarnGna I Environmental Quality I Waste Managemeni
217 West jOnes Street 1 $46 Mail Service Center I Raleigh, North Carolina 27699-1646
90 707 8200

APPENDIX A
State of Nrn i i i Carolina I Eitvtroomental Quality I Waste Managemeni
217 West ]anes Street 1 1046 Mail Service Center I Raleigh, North Caralina 27699-1646
919 707 8200

■=. EPA
United States
Environmental Protection
Agency
Technical Fact Sheet —
1,4-Dioxane
January 2014
Introduction
This fact sheet, developed by the U.S. Environmental Protection Agency
(EPA) Federal Facilities Restoration and Reuse Office (FFRRO), provides a
summary of the contaminant 1,4-dioxane, including physical and chemical
properties; environmental and health impacts; existing federal and state
guidelines; detection and treatment methods; and additional sources of
information. This fact sheet is intended for use by site managers who may
address 1,4-dioxane at cleanup sites or in drinking water supplies and for
those in a position to consider whether 1,4-dioxane should be added to the
analytical suite for site investigations.
1,4-Dioxane is a likely human carcinogen and has been found in
groundwater at sites throughout the United States. The physical and
chemical properties and behavior of 1,4-dioxane create challenges for its
characterization and treatment. It is highly mobile and has not been shown
to readily biodegrade in the environment.
What is 1,4-dioxane?
❖ 1,4-Dioxane is a synthetic industrial chemical that is completely miscible
in water (EPA 2006).
Synonyms include dioxane, dioxan, p-dioxane, diethylene dioxide,
diethylene oxide, diethylene ether and glycol ethylene ether
(EPA 2006; Mohr 2001).
❖ 1,4-Dioxane is unstable at elevated temperatures and pressures and
may form explosive mixtures with prolonged exposure to light or air
(DHHS 2011; HSDB 2011).
1,4-Dioxane is a likely contaminant at many sites contaminated with
certain chlorinated solvents (particularly 1,1,1-trichloroethane [TCA])
because of its widespread use as a stabilizer for chlorinated solvents
(EPA 2013a; Mohr 2001)
❖ It is used as: a stabilizer for chlorinated solvents such as TCA; a solvent
for impregnating cellulose acetate membrane filters; a wetting and
dispersing agent in textile processes; and a laboratory cryoscopic solvent
for molecular mass determinations (ATSDR 2012; DHHS 2011; EPA
2006).
❖ It is used in many products, including paint strippers, dyes, greases,
varnishes and waxes. 1,4-Dioxane is also found as an impurity in
antifreeze and aircraft deicing fluids and in some consumer products
(deodorants, shampoos and cosmetics) (ATSDR 2012; EPA 2006; Mohr
2001).
Disclaimer: The U.S. EPA prepared this fact sheet from publically-available
sources; additional information can be obtained from the source documents. This
fact sheet is not intended to be used as a primary source of information and is not
intended, nor can it be relied upon, to create any rights enforceable by any party
in litigation with the United States. Mention of trade names or commercial
products does not constitute endorsement or recommendation for use.
United States Office of Solid Waste and EPA 505-F-14-011
Environmental Protection Agency Emergency Response (5106P) January 2014
1

What is 1,4-dioxane? (continued)
❖ 1,4-Dioxane is used as a purifying agent in the
manufacture of pharmaceuticals and is a by-
product in the manufacture of polyethylene
terephthalate (PET) plastic (Mohr 2001).
❖ Traces of 1,4-dioxane may be present in some
food supplements, food containing residues from
packaging adhesives or on food crops treated with
pesticides that contain 1,4-dioxane as a solvent or
inert ingredient (ATSDR 2012; DHHS 2011).
Exhibit 1: Physical and Chemical Properties of 1,4-Dioxane
(ATSDR 2012; Howard 1990; HSDB 2011)
Property
Value
Abstracts Service (CAS) Number
123-91-1
Physical Description (physical state at room temperature)
Clear, flammable liquid with a faint, pleasant
odor
Molecular weight (g/mol)
88.11
Water solubility
Miscible
Melting point (°C)
11.8
Boiling point (°C) at 760 mm Hg
101.1 °C
Vapor pressure at 25°C (mm Hg)
38.1
Specific gravity
1.033
Octanol-water partition coefficient (log Kow)
-0.27
Organic carbon partition coefficient (log Kos)
1.23
Henry's law constant at 25 °C (atm-m3/mol)
4.80 X 10-6
Abbreviations: g/mol — grams per mole; °C — degrees Celsius; mm Hg — millimeters of mercury;
atm-m3/mol — atmosphere -cubic meters per mole.
What are the environmental impacts of 1,4-dioxane?
❖ 1,4-Dioxane is released into the environment from surface water bodies (DHHS 2011; EPA
during its production, the processing of other 2006).
chemicals, its use and its generation as an
impurity during the manufacture of some
consumer products. It is typically found at some
solvent release sites and PET manufacturing
facilities (ATSDR 2012; Mohr 2001).
❖ It is short-lived in the atmosphere, with an
estimated 1- to 3-day half-life as a result of its
reaction with photochemically produced hydroxyl
radicals (ATSDR 2012; DHHS 2011). Breakdown
products include aldehydes and ketones (Graedel
1986).
❖ It may migrate rapidly in groundwater, ahead of
other contaminants and does not volatilize rapidly
❖ Migration to groundwater is weakly retarded by
sorption of 1,4-dioxane to soil particles; it is
expected to move rapidly from soil to groundwater
(EPA 2006; ATSDR 2012).
It is relatively resistant to biodegradation in water
and soil and does not bioconcentrate in the food
chain (ATSDR 2012; Mohr 2001).
As of 2007, 1,4-dioxane had been identified at
more than 31 sites on the EPA National Priorities
List (NPL); it may be present (but samples were
not analyzed for it) at many other sites (HazDat
2007).
What are the routes of exposure and the health effects of 1,4-dioxane?
❖ Potential exposure could occur during production Inhalation is the most common route of human
and use of 1,4-dioxane as a stabilizer or solvent exposure, and workers at industrial sites are at
(DHHS 2011). greatest risk of repeated inhalation exposure
Exposure may occur through inhalation of vapors, (ATSDR 2012; DHHS 2011).
ingestion of contaminated food and water or
dermal contact (ATSDR 2012; DHHS 2011).

What are the routes of exposure and the health effects of 1,4-dioxane?
(continued)
❖ 1,4-Dioxane is readily adsorbed through the
lungs and gastrointestinal tract. Some
1,4-dioxane may also pass through the skin, but
studies indicate that much of it will evaporate
before it is absorbed. Distribution is rapid and
uniform in the lung, liver, kidney, spleen, colon
and skeletal muscle tissue (ATSDR 2012).
❖ Short-term exposure to high levels of 1,4-
dioxane may result in nausea, drowsiness,
headache, and irritation of the eyes, nose and
throat (ATSDR 2012; EPA 2013b; NIOSH 2O10)
❖ Chronic exposure may result in dermatitis,
eczema, drying and cracking of skin and liver
and kidney damage (ATSDR 2012; HSDB
2011).
❖ 1,4-Dioxane is weakly genotoxic and
reproductive effects in humans are unknown;
however, a developmental study on rats
indicated that 1,4-dioxane may be slightly toxic
to the developing fetus (ATSDR 2012; Giavini
and others 1985).
❖ Animal studies showed increased incidences of
nasal cavity, liver and gall bladder tumors after
exposure to 1,4-dioxane (DHHS 2011; EPA IRIS
2013).
❖ EPA has classified 1,4-dioxane as "likely to be
carcinogenic to humans" by all routes of
exposure (EPA IRIS 2013).
❖ The U.S. Department of Health and Human
Services states that 1,4-dioxane is reasonably
anticipated to be a human carcinogen based on
sufficient evidence of carcinogenicity from
studies in experimental animals (DHHS 2011).
❖ The American Conference of Governmental
Industrial Hygienists (ACGIH) has classified
1,4-dioxane as a Group A3 carcinogen —
confirmed animal carcinogen with unknown
relevance to humans (ACGIH 2O11).
❖ The National Institute for Occupational Safety
and Health (NIOSH) considers 1,4-dioxane a
potential occupational carcinogen (NIOSH
2010).
Are there any federal and state guidelines and health standards for
1,4-dioxane?
❖ Federal and State Standards and Guidelines:
■ EPA's Integrated Risk Information System
(IRIS) database includes a chronic oral
reference dose (RfD) of 0.03 milligrams per
kilogram per day (mg/kg/day) based on liver
and kidney toxicity in animals and a chronic
inhalation reference dose (RfC) of 0.03
milligrams per cubic meter (mg/m3) based
on atrophy and respiratory metaplasia inside
the nasal cavity of animals (EPA IRIS 2013).
■ The Agency for Toxic Substances and
Disease Registry (ATSDR) has established
minimal risk levels (MRLs) for inhalation
exposure to 1,4-dioxane : 2 parts per million
(ppm) for acute -duration (14 days or less)
inhalation exposure; 0.2 ppm for
intermediate -duration (15 to 364 days)
inhalation exposure; and 0.03 ppm for
chronic -duration (365 days or more)
inhalation exposure (ATSDR 2012).
■ Oral exposure MRLs have been identified as
5 mg/kg/day for acute -duration oral
exposure; 0.5 mg/kg/day for intermediate -
duration oral exposure; and 0.1 mg/kg/day
for chronic -duration oral exposure (ATSDR
2012).
• The cancer risk assessment for 1,4-dioxane
is based on an oral slope factor of 0.1
mg/kg/day and the drinking water unit risk is
2.9 x 10-6 micrograms per liter (pg/L) (EPA
IRIS 2013).
■ EPA risk assessments indicate that the
drinkinP water concentration representing a
1 x 10- cancer risk level for 1,4-dioxane is
0.35 µg/L (EPA IRIS 2013).
■ 1,4-Dioxane may be regulated as hazardous
waste when waste is generated through use
as a solvent stabilizer (EPA 1996b).
■ No federal maximum contaminant level
(MCL) for drinking water has been
established; however, an MCL is not
necessary to determine a cleanup level
(EPA 2012).
■ 1,4-Dioxane was included on the third
drinking water contaminant candidate list,
which is a list of unregulated contaminants
that are known to, or anticipated to, occur in
public water systems and may require
regulation under the Safe Drinking Water
Act (EPA 2009).

Are there any federal and state guidelines and health standards for
1,4-dioxane? (continued)
❖ Federal and State Standards and Guidelines
(continued):
■ The EPA has established drinking water
health advisories for 1,4-dioxane, which are
drinking water -specific risk level
concentrations for cancer (10-4 cancer risk)
and concentrations of drinking water
contaminants at which noncancer adverse
health effects are not anticipated to occur over
specific exposure durations. The EPA
established a 1-day health advisory of 4.0
milligrams per liter (mg/L) and a 10-day health
advisory of 0.4 mg/L for 1,4-dioxane in
drinking water for a 10-kilogram child. EPA
also established a lifetime health advisory of
0.2 mg/L for 1,4-dioxane in drinking water
(EPA 2012).
■ The EPA's drinking water equivalent level for
1,4-dioxane is 1 mg/L (EPA 2012).
■ EPA has calculated a screening level of 0.67
pg/L for 1,4-dioxane in tap water, based on a
1 in 10-6 lifetime excess cancer risk (EPA
2013c). ' , 2
■ EPA has calculated a residential soil
screening level (SSL) of 4.9 milligrams per
kilogram (mg/kg) and an industrial SSL of 17
mg/kg. The soil -to -groundwater risk -based
SSL is 1.4 x10-4 mg/kg (EPA 2013c).
■ EPA has also calculated a residential air
screening level of 0.49 micrograms per cubic
meter (pg/m3) and an industrial air screening
level of 2.5 pg/m3 (EPA 2013c).
Screening Levels are developed using risk assessment guidance
from the EPA Superfund program. These risk -based concentrations
are derived from standardized equations combining exposure
information assumptions with EPA toxicity data. These calculated
screening levels are generic and not enforceable cleanup standards
but provide a useful gauge of relative toxicity.
2 Tap water screening levels differ from the IRIS drinking water
concentrations because the tap water screening levels account for
dermal, inhalation and ingestion exposure routes; age -adjust the
intake rates for children and adults based on body weight; and time -
adjust for exposure duration or days per year. The IRIS drinking
water concentrations consider only the ingestion route, account only
for adult -intake rates and do not time -adjust for exposure duration or
days per year.
❖ Workplace Exposure Limits:
■ The Occupational Safety and Health
Administration set a general industry
permissible exposure limit of 360 mg/m3 or 100
ppm based on a time -weighted average (TWA)
over an 8-hour workday for airborne exposure
to 1,4-dioxane (OSHA 2013).
■ The ACGIH set a threshold limit value of 72
mg/m3 or 20 ppm based on a TWA over an 8-
hour workday for airborne exposure to 1,4-
dioxane (ACGIH 2O11).
■ The NIOSH has set a ceiling recommended
exposure limit of 3.6 mg/m3 or 1 ppm based on
a 30-minute airborne exposure to 1,4-dioxane
(NIOSH 2O10).
■ NIOSH also has established an immediately
dangerous to life or health concentration of 500
ppm for 1,4-dioxane (NIOSH 2O10).
❖ Other State and Federal Standards and
Guidelines:
■ Various states have established drinking water
and groundwater guidelines, including the
following:
Colorado has established an interim
groundwater quality cleanup standard of
0.35 pg/L (CDPHE 2012);
California has established a notification
level of 1 pg/L for drinking water (CDPH
2011);
— New Hampshire has established a
reporting limit of 0.25 pg/L for all public
water supplies (NH DES 2011); and
— Massachusetts has established a drinking
water guideline level of 0.3 pg/L (Mass
DEP 2012).
• The Food and Drug Administration set 10
mg/kg as the limit for 1-4-dioxane in glycerides
and polyglycerides for use in products such as
dietary supplements. FDA also surveys raw
material and products contaminated with
1,4-dioxane (FDA 2006).
• 1,4-Dioxane is listed as a hazardous air
pollutant under the Clean Air Act (CAA) (CAA
1990).
■ A reportable quantity of 100 pounds has been
established under the Comprehensive
Environmental Response, Compensation, and
Liability Act (EPA 2011).

What detection and site characterization methods are available for
1,4-dioxane?
❖ As a result of the limitations in the analytical
methods to detect 1,4-dioxane, it has been difficult
to identify its occurrence in the environment. The
miscibility of 1,4-dioxane in water causes poor
purging efficiency and results in high detection
limits (ATSDR 2012; EPA 2006).
❖ Conventional analytical methods can detect
1,4-dioxane only at concentrations 100 times
greater than the concentrations of volatile organic
compounds (EPA 2006; Mohr 2001).
❖ Modifications of existing analytical methods and
their sample preparation procedures may be
needed to achieve lower detection limits for
1,4-dioxane (EPA 2006; Mohr 2001).
❖ High -temperature sample preparation techniques
improve the recovery of 1,4-dioxane. These
techniques include purging at elevated
temperature (EPA SW-846 Method 5030);
equilibrium headspace analysis (EPA SW-846
Method 5021); vacuum distillation (EPA SW-846
Method 8261); and azeotrophic distillation (EPA
SW-846 Method 5031) (EPA 2006).
❖ The presence of 1,4-dioxane may be expected at
sites with extensive TCA contamination; therefore,
some experts recommend that groundwater
samples be analyzed for 1,4-dioxane where TCA
is a known contaminant (Mohr 2001).
NIOSH Method 1602 uses gas chromatography —
flame ionization detection (GC-FID) to determine
the concentration of 1,4-dioxane in air. The
detection limit is 0.01 milligram per sample
(ATSDR 2012; NIOSH 2O10).
❖ EPA SW-846 Method 8015D uses gas
chromatography (GC) to determine the
concentration of 1,4-dioxane in environmental
samples. Samples may be introduced into the GC
column by a variety of techniques including the
injection of the concentrate from azeotropic
distillation (EPA SW-846 Method 5031). The
detection limits for 1,4-dioxane in aqueous
matrices by azeotropic microdistillation are 12 pg/L
(reagent water), 15 pg/L (groundwater) and 16
pg/L (leachate) (EPA 2003).
EPA SW-846 Method 8260B detects 1,4-dioxane
in a variety of solid waste matrices using GC and
mass spectrometry (MS). The detection limit
depends on the instrument and choice of sample
preparation method (ATSDR 2012; EPA 1996a).
A laboratory study is underway to develop a
passive flux meter (PFM) approach to enhance the
capture of 1,4-dioxane in the PFM sorbent to
improve accuracy. The selected PFM approach
will be field tested at 1,4-dioxane contaminated
sites. The anticipated projection completion date is
2014 (DoD SERDP 2013b).
❖ EPA Method 1624 uses isotopic dilution gas
chromatography — mass spectrometry (GC -MS) to
detect 1,4-dioxane in water, soil and municipal
sludges. The detection limit for this method is 10
pg/L (ATSDR 2012; EPA 2001 b).
❖ EPA SW-846 Method 8270 uses liquid -liquid
extraction and isotope dilution by capillary column
GC -MS. This method is often modified for the
detection of low levels of 1,4-dioxane in water
(EPA 2007, 2013a)
❖ GC -MS detection methods using solid phase
extraction followed by desorption with an organic
solvent have been developed to remove
1,4-dioxane from the aqueous phase. Detection
limits as low as 0.024 pg/L have been achieved by
passing the aqueous sample through an activated
carbon column, following by elution with acetone-
dichlormethane (ATSDR 2012; Kadokami and
others 1990).
❖ EPA Method 522 uses solid phase extraction and
GC/MS with selected ion monitoring for the
detection of 1,4-dioxane in drinking water with
detection limits ranging from 0.02 to 0.026 pg/L
(EPA 2008).
What technologies are being used to treat 1,4-dioxane?
❖ Pump -and -treat remediation can treat dissolved
1,4-dioxane in groundwater and control
groundwater plume migration, but requires ex situ
treatment tailored for the unique properties of
1,4-dioxane (such as, a low octanol-water partition
coefficient that makes 1,4-dioxane hydrophilic)
(EPA 2006; Kiker and others 2010).
❖ Commercially available advanced oxidation
processes using hydrogen peroxide with ultraviolet
light or ozone is used to treat 1,4-dioxane in
wastewater (Asano and others 2012; EPA 2006).
❖ A study is under way to investigate facilitated -
transport enabled in situ chemical oxidation to
treat 1,4-dioxane-contamined source zones and
groundwater plumes effectively. The technical
approach consists of the co -injection of strong
oxidants (such as ozone) with chemical agents
that facilitate the transport of the oxidant (DoD
SERDP 2013d).

What technologies are being used to treat 1,4-dioxane? (continued)
❖ Ex situ bioremediation using a fixed -film, moving -
bed biological treatment system is also used to
treat 1,4-dioxane in groundwater (EPA 2006).
❖ Phytoremediation is being explored as a means to
remove the compound from shallow groundwater.
Pilot -scale studies have demonstrated the ability
of hybrid poplars to take up and effectively
degrade or deactivate 1,4-dioxane (EPA 2001 a,
2013a; Ferro and others 2013).
❖ Microbial degradation in engineered bioreactors
has been documented under enhanced conditions
or where selected strains of bacteria capable of
degrading 1,4-dioxane are cultured, but the impact
of the presence of chlorinated solvent co -
contaminants on biodegradation of 1,4-dioxane
needs to be further investigated (EPA 2006,
2013a; Mahendra and others 2013).
❖ Results from a 2012 laboratory study found
1,4-dioxane-transforming activity to be relatively
common among monooxygenase-expressing
bacteria; however, both TCA and
1,1-dichloroethene inhibited 1,4-dioxane
degradation by bacterial isolates (DoD SERDP
2012).
❖ Several Department of Defense Strategic
Environmental Research and Development
Program (DoD SERDP) projects are under way to
investigate 1,4-dioxane biodegradation in the
presence of chlorinated solvents or metals.
Laboratory studies will (1) identify microbial
cultures as well as biogeochemistry, which
generate desirable enzymatic activity for
1,4-dioxane biodegradation; (2) assess
biodegradation by methane oxidizing bacteria in
coupled anaerobic -aerobic zones; (3) and
evaluate branched hydrocarbons as stimulants for
the in situ cometabolic biodegradation of
1,4-dioxane and its associated co -contaminants
(DoD SERDP 2013c, a and f).
❖ Photocatalysis has been shown to remove
1,4-dioxane in aqueous solutions. Laboratory
studies documented that the surface plasmon
resonance of gold nanoparticles on titanium
dioxide (Au — TiO2) promotes the photocatalytic
degradation of 1,4-dioxane (Min and others 2009;
Vescovi and others 2010).
❖ Other in -well combined treatment technologies
being assessed include air sparging; soil vapor
extraction (SVE); and dynamic subsurface
groundwater circulation (Odah and others 2005).
❖ SVE is known to remove some 1,4-dioxane, but
substantial residual contamination is usually left
behind because of 1,4-dioxane's high solubility,
which leads to preferential partitioning into pore
water rather than vapor. The DoD SERDP is
conducting a project to evaluate and demonstrate
the efficacy of enhanced or extreme SVE, which
uses a combination of increased air flow,
sweeping with drier air, increased temperature,
decreased infiltration and more focused vapor
extraction to enhance 1,4-dioxane remediation in
soils (DoD SERDP 2013a).
Where can I find more information about 1,4-dioxane?
❖ Asano, M., Kishimoto, N., Shimada, H., and Y.
Ono. 2012. "Degradation of 1,4-Dioxane Using
Ozone Oxidation with UV Irradiation (Ozone/UV)
Treatment." Journal of Environmental Science and
Engineering. Volume A (1). Pages 371 to 279.
❖ Agency for Toxic Substances and Disease
Registry (ATSDR). 2012. "Toxicological Profile for
1,4-Dioxane."
www.atsdr.cdc.gov/toxprofiles/tpl 87.pdf
❖ American Conference of Governmental Industrial
Hygienists (ACGIH). 2011. "2011 Threshold Limit
Values (TLVs) for Chemical Substances and
Physical Agents Biological Exposure Indices."
Cincinnati, Ohio.
❖ California Department of Public Health (CDPH).
2011. "1,4-Dioxane." Drinking Water Systems.
www.cdoh.ca.gov/certlic/drinkingwater/Pages/1,4-
dioxane.aspx
❖ Clean Air Act Amendments of 1990 (CAA). 1990.
"Hazardous Air Pollutants". 42 USC § 7412.
❖ Colorado Department of Public Health and the
Environment (CDPHE). 2012. "Notice of Public
Rulemaking Hearing before the Colorado Water
Quality Control Commission." Regulation No. 31
and No. 41.
www.sos.state.co.us/CCR/Upload/NoticeOfRulem
aking/ProposedRuleAttach20l 2-00387. PDF
❖ Ferro, A.M., Kennedy, J., and J.C. LaRue. 2013.
"Phytoremediation of 1,4-Dioxane-Containing
Recovered Groundwater." International Journal of
Phytoremediation. Volume 15. Pages 911 to 923.
❖ Giavini, E., Vismara, C., and M.L Broccia. 1985.
"Teratogenesis Study of Dioxane in Rats."
Toxicology Letters. Volume 26 (1). Pages. 85 to
88.

Where can I find more information about 1,4-dioxane? (continued)
❖ Graedel, T.E. 1986. Atmospheric Chemical
Compounds. New York, NY: Academic Press.
❖ Hazardous Substances Data Bank (HSDB). 2011.
1,4-Dioxane." http://toxnet.nim.nih.gov/cqi-bin/
sis/htmlgen?HSDB
❖ HazDat. 2007. "1,4-Dioxane." HazDat Database:
ATSDR's Hazardous Substance Release and
Health Effects Database. Atlanta, GA: Agency for
Toxic Substances and Disease Registry.
❖ Howard, P.H. 1990. Handbook of Environmental
Fate and Exposure Data for Organic Chemicals.
Lewis Publishers, Inc., Chelsea, MI. Pages 216 to
221.
❖ Kadokami, K, Koga, M. and A. Otsuki. 1990. "Gas
Chromatography/Mass Spectrometric
Determination of Traces of Hydrophilic and
Volatile Organic Compounds in Water after
Preconcentration with Activated Carbon."
Analytical Sciences. Volume 6(6). Pages 843 to
849.
❖ Kiker, J.H., Connolly, J.B., Murray, W.A., Pearson,
S.C.; Reed, S.E., and R.J. Robert. 2010. "Ex -Situ
Wellhead Treatment of 1,4-Dioxane Using
Fenton's Reagent." Proceedings of the Annual
International Conference on Soils, Sediments,
Water and Energy. Volume 15, Article 18.
❖ Mahendra, S., Grostern, A. and L. Alvarez -Cohen.
2013. "The Impact of Chlorinated Solvent Co -
Contaminants on the Biodegradation Kinetics of
1,4-Dioxane." Chemosphere. Volume 91 (1).
Pages 88 to 92.
❖ Massachusetts Department of Environmental
Protection (Mass DEP). 2012. "Standards and
Guidelines for Contaminants in Massachusetts
Drinking Waters."
www.mass.gov/dep/water/dwstand.pdf
❖ Min, B.K., Heo, J.E., Youn, N.K., Joo, O.S., Lee,
H., Kim, J.H., and H.S. Kim. 2009. "Tuning of the
Photocatalytic 1,4-Dioxane Degradation with
Surface Plasmon Resonance of Gold
Nanoparticles on Titania." Catalysis
Communications. Volume 10 (5). Pages 712 to
715.
❖ Mohr, T.K.G. 2001. "1,4-Dioxane and Other
Solvent Stabilizers White Paper." Santa Clara
Valley Water District of California. San Jose,
California.
❖ National Institute for Occupational Safety and
Health (NIOSH). 2010. "Dioxane." NIOSH Pocket
Guide to Chemical Hazards.
www.cdc.gov/niosh/npq/npqd0237.htmi
❖ New Hampshire Department of Environmental
Services (NH DES). 2011 "Change in Reporting
Limit for 1,4-Dioxane."
http://des.nh.gov/organization/divisions/waste/hwr
b/sss/hwrp/documents/report-limits 14dioxane. pdf
❖ Occupational Safety and Health Administration
(OSHA). 2013. "Dioxane." Chemical Sampling
Information. www.osha.gov/dts/chemicalsampling/
data/CH 237200.html
❖ Odah, M.M., Powell, R., and D.J. Riddle. 2005.
"ART In -Well Technology Proves Effective in
Treating 1,4-Dioxane Contamination."
Remediation Journal. Volume 15 (3), Pages 51 to
64.
❖ U.S. Department of Defense (DoD). Strategic
Environmental Research and Development
Program (SERDP). 2012. "Oxygen ase-Catalyzed
Biodegradation of Emerging Water Contaminants:
1,4-Dioxane and N-Nitrosodimethylamine." ER-
1417. www.serdp.org/Program-Areas/
Environmental-Restoration/Contam inated-
Groundwater/Emerging-Issues/ER-1417/ER-1417
❖ DoD SERDP. 2013a. "1,4-Dioxane Remediation
by Extreme Soil Vapor Extraction (XSVE)." ER-
201326. www.serdp.org/Program-Areas/
Environmental-Restoration/Contaminated-Ground
water/Emerging-Issues/ER-201326/ER-201326
❖ DoD SERDP. 2013b. "Development of a Passive
Flux Meter Approach to Quantifying 1,4-Dioxane
Mass Flux." ER-2304. www.serdp.org/Program-
Areas/Environ mental-Restoration/Contam inated-
Groundwater/Emerging-Issues/ER-2304/ER-2304/
❖ DoD SERDP. 2013c. "Evaluation of Branched
Hydrocarbons as Stimulants for In Situ
Cometabolic Biodegradation of 1,4-Dioxane and
Its Associated Co -Contaminants." ER-2303.
www.serdp.org/Program-Areas/Environmental-
Restoration/Contam i nated-Groundwater/
Emerging-Issues/ER-2303/ER-2303
❖ DoD SERDP. 2013d. "Facilitated Transport
Enabled In Situ Chemical Oxidation of 1,4-
Dioxane-Contaminated Groundwater." ER-2302.
www.serdp.org/Program-Areas/Environmental-
Restoration/Contam i nated-Groundwater/
Emerging-Issues/ER-2302/ER-2302/(language)/
eng-US
❖ DoD SERDP. 2013e. "In Situ Biodegradation of
1,4-Dioxane: Effects of Metals and Chlorinated
Solvent Co -Contaminants." ER-2300.
www.serdp.org/Program-Areas/Environmental-
Restoration/Contam i nated-Groundwater/
Emerging-Issues/ER-2300/ER-2300

Where can I find more information about 1,4-dioxane? (continued)
❖ DoD SERDP. 2013f. "In Situ Bioremediation of
1,4-Dioxane by Methane Oxidizing Bacteria in
Coupled Anaerobic -Aerobic Zones." ER-2306.
www.serdp.org/Program-Areas/Environmental-
Restoration/Contaminated-Groundwater/
Emerging- Issues/ER-2306/ER-2306
❖ U.S. Department of Health and Human Services
(DHHS). 2011. "Report on Carcinogens, Twelfth
Edition." Public Health Service, National
Toxicology Program. 12t" Edition.
http://ntp.niehs.nih.gov/ntp/roc/twelfth/rocl2.pdf
❖ U.S. Environmental Protection Agency (EPA).
1996a. "Method 8260B: Volatile Organic
Compounds by Gas Chromatography/Mass
Spectrometry (GC/MS)." www.epa.gov/osw/
hazard/testmethods/sw846/pdfs/8260b.pdf
❖ EPA. 1996b. "Solvents Study." EPA 530-R-96-
017.
❖ EPA. 2001a. "Brownfields Technology Primer:
Selecting and Using Phytoremediation for Site
Cleanup." EPA 542-R-01-006.
www.brownfieldstsc.orq/pdfs/phytorem primer.pdf
❖ EPA. 2001 b. "Method 1624." Code of Federal
Regulations. Code of Federal Regulations. 40
CFR Part 136. Pages 274 to 287.
❖ EPA. 2003. "Method 8015D: Nonhalogenated
Organics Using GC/FID." SW-846. www.epa.gov/
osw/hazard/testmethods/pdfs/8015d r4.pdf
❖ EPA. 2006. "Treatment Technologies for
1,4-Dioxane: Fundamentals and Field
Applications." EPA 542-R-06-009.
www.epa.gov/tio/download/remed/542r06009.pdf
❖ EPA. 2007. "Method 8270D: Semivolatile Organic
Compounds by Gas Chromatography/Mass
Spectrometry (GC/MS)."
❖ EPA. 2008. "Method 522: Determination of
1,4-Dioxane in Drinking Water By Solid Phase
Extraction (SPE) and Gas Chromatography/Mass
Spectrometry (GC/MS) with Selected Ion
Monitoring (SIM)." EPA/600/R-08/101.
❖ EPA. 2009. "Drinking Water Contaminant
Candidate List 3 - Final." Federal Register Notice.
www.federalregister.gov/articles/2009/10/08/E9-
24287/drinking-water-contaminant-candidate-list-
3-final
❖ EPA. 2011. "Reportable Quantities of Hazardous
Substances Designated Pursuant to Section 311
of the Clean Water Act. Code of Federal
Regulations." 40 CFR 302.4.
www.gpo.gov/fdsVs/pkq/CFR-2011-title40-
vol28/pdf/CFR-2011-title40-vo128-sec302-4. pdf
❖ EPA. 2012. "2012 Edition of Drinking Water
Standards and Health Advisories."
water. epa.gov/action/advisories/d ri nki ng/upload/d
wstandards2012. pdf
❖ EPA. 2013a. "1,4-Dioxane." www.clu-in.org/conta
minantfocus/default.focus/sec/1,4-Dioxane/
cat/Overview/
❖ EPA. 2013b. "1,4-Dioxane (1,4-Diethyleneoxide)."
Technology Transfer Network Air Toxics Website.
www.epa.gov/ttnatwOl/hlthef/dioxane.html
❖ EPA. 2013c. Regional Screening Level (RSL)
Summary Table.
www.epa.gov/reg3hwmd/risk/human/rb-
concentration table/Generic Tables/index.htm
❖ EPA. Integrated Risk Information System (IRIS).
2013. "1,4-Dioxane (CASRN 123-91-1)."
www.epa.gov/iris/subst/0326.htm
❖ U.S. Food and Drug Administration (FDA). 2006.
"Food Additives Permitted for Direct Addition to
Food for Human Consumption; Glycerides and
Polyglycides." Code of Federal Regulations. 21
CFR 172.736.
❖ Vescovi, T., Coleman, H., and R. Amal. 2010.
"The Effect of pH on UV -Based Advanced
Oxidation Technologies - 1,4-Dioxane
Degradation." Journal of Hazardous Materials.
Volume 182. Pages 75 to 79.
Additional information on 1,4-dioxane can be found at
www.cluin.org/contaminantfocus/default.focus/sec/1,4-Dioxane/cat/Overview
Contact Information
If you have any questions or comments on this fact sheet, please contact: Mary Cooke, FFRRO, by phone at
[phone] or by email at cooke.maryt(o)epa.gov.

NC DEQ
Division of Waste Management - Solid Waste
14-Day Notification of Groundwater
Protection Standard Exceedance(s)
per rule: 15A NCAC 136.1633(c)(1)
Notice: This form and any information attached to it are "Public Records" as defined in NC General Statute 132-1. As such, these documents are
available for inspection and examination by any person upon request (NC General Statute 132-6).
Instructions:
Prepare one form for each individually monitored unit.
Please type or print legibly.
Attach a notification table with values that attain or exceed applicable groundwater protection standards.
Send the original signed and sealed form, any tables, and Electronic Data Deliverable to: Compliance Unit, NCDEQ-DWM, Solid Waste
Section, 1646 Mail Service Center, Raleigh, NC27699-1646.
Solid Waste Monitoring Data Submittal Information
Name of entity submitting data (laboratory, consultant, facilityowner):
Contact for questions about data formatting. Include data preparer's name, telephone number and E-mailaddress:
Name: Phone:
E-mail:
Actual sampling dates (e.g.,
Facility name: Facility Address: Facility Permit # October 20-24, 2006)
Environmental Status: (Check all that apply)
❑ Initial/Background Monitoring ❑ Detection Monitoring ❑ Assessment Monitoring ❑ Corrective Action
Additional Information:
❑ A notification of values exceeding a groundwater protection standard as defined in 15A NCAC 13B .1634(g)(h) is attached. It includes a list of
groundwater monitoring points, dates, analytical values, NC 2L groundwater standard, NC Solid Waste GWPS and preliminary analysis of the
cause and significance of any concentration.
❑ A re -sampling event was conducted to confirm the exceedances.
❑ Alternate Source Demonstration(s) have been approved for the following constituents with report date:
Certification
To the best of my knowledge, the information reported and statements made on this data submittal and attachments are true and correct.
Furthermore, I have attached complete notification of any sampling values meeting or exceeding groundwater standards or explosive gas
levels, and a preliminary analysis of the cause and significance of concentrations exceeding groundwater standards. I am aware that there
are significant penalties for making any false statement, representation, or certification including the possibility of a fine and imprisonment.
Facility Representative Name (Print)
Signature
Facility Representative Address
Title
NC PG/PE Firm License Number (if applicable effective May 1, 2009)
Revised 6/2016
Date
(Area Code) Telephone Number
Affix NC Licensed/Professional Geologist or Professional
Engineer Seal

ROY COOPER
Governor
MICHAEL S. REGAN
secrctari
Waste Management MICHAEL SCOTT
ENVIRONMENTAL QUALITY Director
March 23, 2017
MEMORANDUM
To: Solid Waste Directors, Public Works Directors, Landfill Operators, and Landfill Owners
From: Solid Waste Section
Re: Permanent and Temporary Groundwater and Landfill Gas Monitoring Wells, Piezometers, and
Probes
Based on field observations by Solid Waste Section staff, we continue to observe routine maintenance
issues of monitoring wells at both active and closed landfills. Examples of these issues include:
Sediment accumulation around the base of the steel outer casing which restricts visual inspection
of the concrete pad,
Improper monitor well identification,
Unsecured outer steel casings and/or well caps, and
No outer steel casings and/or well caps.
The Solid Waste Section is continuing its efforts to improve consistency throughout the State and is
therefore issuing this Memorandum as a reminder of the requirements of 15A NCAC 2C.
The purpose of rule set 15A NCAC 2C Well Construction Standards is to be consistent with the duty to
safeguard public welfare, safety, and health, and to protect and beneficially develop the groundwater
resources of the state by requiring that the location, construction, repair and abandonment of wells, and
the installation of pumps and pumping equipment conform to reasonable standards and requirements as
may be necessary to protect public welfare, safety, health, and groundwater resources.
The requirements in 15A NCAC 02C .0108 —Standards of Construction: Wells Other Than Water Supply are
applicable to permanent and temporary groundwater and landfill gas monitoring wells, piezometers, and
probes.
15A NCAC 02C .0108(g) The well shall be constructed in such a manner that water or contaminants
from the land surface cannot migrate along the borehole annulus into any packing material or
well screen area.
State of North Carolina I Environmental Quality I Waste Management
217 West Jones Street 11646 Mail Service Center I Raleigh, North Carolina 27699-1646
919 707 8200

15A NCAC 02C .0108(k) All non -water supply wells, including temporary wells, shall be secured
with a locking well cap to ensure against unauthorized access and use.
15A NCAC 02C .0108(I) All non -water supply wells shall be equipped with a steel outer well casing
or flush -mount cover, set in concrete, and other measures sufficient to protect the well from
damage by normal site activities.
15A NCAC 02C .0108(o) Each non -water supply well shall have permanently affixed an
identification plate. The identification plate shall be constructed of a durable, waterproof,
rustproof metal or other material approved by the Department as equivalent and shall contain
the following information:
(1) well contractor name and certification number;
(2) date well completed;
(3) total depth of well;
(4) a warning that the well is not for water supply and that the groundwater may
contain hazardous materials;
(5) depth(s) to the top(s) and bottom(s) of the screen(s); and
(6) the well identification number or name assigned by the well owner.
15A NCAC 02C .0108(s) Temporary wells and all other non -water supply wells shall be constructed
in such a manner as to preclude the vertical migration of contaminants within and along the
borehole channel.
Landfill facility staff should be aware of the above requirements and demonstrate that monitoring wells
are being maintained to those requirements during facility inspections. Please take this time to review
your monitoring network for compliance with the 2C Standards. Future violations of the above
requirements may result in tiered enforcement action by the Section.
If you have any questions or concerns regarding this Memorandum, please feel free to contact the Solid
Waste Section Hydrogeologist overseeing your facility. The Solid Waste Section greatly appreciates your
assistance on this matter. Working together, we can continue to provide excellent customer service to
you and to the public.
Jackie Drummond, Asheville Regional Office, 828-296-4706, [e-mail]
Ervin Lane, Raleigh Central Office, 919-707-8288, [e-mail]
Elizabeth Werner, Raleigh Central Office, 919-707-8253, [e-mail]
Christine Ritter, Raleigh Central Office, 919-707-8254, [e-mail]
Perry Sugg, Raleigh Central Office, 919-707-8258, [e-mail]
State of North Carolina I Environmental Quality I Waste Management
217 West Jones Street I Ih4b Mail Service Center I Raleigh, North Carolina 27699-1646
919 707 8200

NC Division of Waste Management - Solid Waste Section
Landfill Gas Monitoring Data Form
Notice: This form and any information attached to it are 'Public Records" as defined in NC General Statute 132-1. As such, these documents are
available for inspection and examination by any person upon request (NC General Statute 132-6).
Facility Name: Permit Number:
Sampling Date: NC Landfill Rule (.0500 or. 1600):
Sample Collector Name & Position:
Gas Meter Type & Serial Number:
Field Calibration Date & Time:
Field Calibration Gas Type (15115 or 35/50):
Gas Meter Pump Rate:
Gas Meter Calibration Date:
Calibration Gas Canister Expiration Date:
Ambient Air Temperature: Barometric Pressure (in. or mm Hg): Weather Conditions:
Instructions: Under "Location or LFG Well", list monitoring well # or describe monitoring location (e.g., inside field office).
Attach a test location map or drawing. Report methane readings as both % LEL and % CH4 by
volume. Convert % CH4 (by volume) to % LEL as follows: % methane (by volume) x 20 = % LEL.
*Hydrogen Sulfide (H2S) gas monitoring may be required for Construction & Demolition Landfills
(CDLFs). See individual permit conditions and/or Facility LFG monitoring plan.
Location or
LFG Well ID
S ample
Tube
Purge
Time of
Day
Time
Pumped
(sec)
Initial
% LEL
Stabilized
% LEL
% CH4
(volume)
volume
% 02
(volume)
% CO2
(volume)
% H2S*
(volume)
NOTES
NOTE: If needed, attach additional data forms to include additional LFG monitoring data locations for the facility.
ACTION LEVELS: Methane: >1.25% by volume (inside structures) AND >5% by volume (at facility boundary)
Hydrogen Sulfide: >1% by volume (inside structures) AND >4% by volume (at facility boundary)
Certification
To the best of my knowledge, the information reported and statements made on this data submittal and
attachments are true and correct. I am aware that there are significant penalties for making any false statement,
representation, or certification including the possibility of a fine and imprisonment.
SIGNATURE
TITLE
Revised —August 23, 2021

Civil & Environmental Consultants, Inc.
May 14, 2021
Mr. Perry Sugg, P.G.
Hydrogeologist
Division of Waste Management — Solid Waste Section
217 West Jones Street
Raleigh, North Carolina 27603
Dear Mr. Sugg:
Subject: Water Quality Monitoring Plan — Addendum #1
Chambers Development MSW Landfill (Anson County Landfill)
Permit Number 0403-MSWLF-2010
Anson County
CEC Project 165-276
Civil & Environmental Consultants, Inc. (CEC), on behalf of Chambers Development of North
Carolina, Inc., respectfully submits this Addendum to the facility's Water Quality Monitoring
Plan in response to the Solid Waste Section's (SWS) Facility Response to Notice of Violation
Dated December 15, 2020 letter, dated April 29, 2021. This addendum was requested due to the
disposal of 626.9 tons of gypsum wastes containing cadmium above the hazardous waste
standard of 1.0 mg/L between September 21, 2020, and September 23, 2020, at the Anson
County Landfill. A Notice of Violation was issued on December 15, 2020; CEC submitted a
Hazardous Waste Assessment Plan, dated January 12, 2021.
Per the April 29, 2021, SWS letter, this Addendum stipulates the continued sampling for
cadmium in the Phase 3, Cell 1 sump for a minimum of two (2) years.
Water Quality Monitoring Plan Addendum #1
The facility's approved Leachate Monitoring Plan has been revised to include sampling leachate
from the sump that collects leachate from the area that the gypsum material was placed. The
sump that serves Phase 3, Cell 1 will be sampled for cadmium on a quarterly basis until October
30, 2022, when the facility can resume the normal leachate sampling per the approved leachate
monitoring plan. The location of the Phase 3, Cell 1 sump is shown on the attached Figure 1.
This Addendum will result in a minimum of eight (8) quarterly samples of the Phase 3, Cell 1
sump, or two (2) years. At the end of this two (2) year period, Chambers Development of North
Carolina, Inc. may submit a request to SWS to no longer monitor for cadmium in this sump.
3701 Arco Corporate Drive, Suite 400 1 Charlotte, NC 28273 1 p: 980-237-0373 f: 980-237-0372 1 www.cecinc.com

Mr. Perry Sugg, P.G.
CEC Project 165-276
Page 2
May 14, 2021
Should you have any questions or require any additional information in support of this
Addendum, please do not hesitate to contact me at 980-237-0373.
Sincerely,
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
Donald M. Cobb, P.G.
Project Manager
Attachment
Nathan Bivins, P.E.
Project Manager
Civil & Environmental Consultants, Inc.

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\\\\ /� \'= - \�\\ \\ _- - // // / //i/ / \ J \ \\ \� < �I/� �� 11 J / 1 1 )\ __ / - ) /I 1 1 \ \ < < / / �/� t (/ \\\\ \ /l __/ -1 \\J�i \ -_ ��) Z_ �i / / i//� % l I\ /� \ �.��\ \ / \ I \I �// \\ /� 1 \ \ \ \\\� �/ / , / f / II %I���r�l(N \ \) l /, � �\�\ \ II //� ----/ - - _ - - // // / /�i I I \ \ / 1 I _ / I I --� / -/ \ I I ` \ / I/
. , �1, > ��,( \ \\ \ .�, III�i/ice--�. \\��\ , ✓i�.� _ _ --�\ I � �i �� /// // /�// , 1 ) �\ \� \ / ( 1 I 1 / l ` �/ / r 1 I f � \ 1 \ \ \ ) \ I / -� �i ) /I
REFERENCE - \�//� \�/� `\ ` ((({ /,�,/ (� \ l I"�-� -- \ I �\ \\\ \ / /- % I -- / ---� \ 1 �> / / / -
/� , ��� �� \\ ��� t 1 III / \ �\( � ,"`\�� r\_ IJ 1 I \ 1 // // j
\ /- \�) \ l� j // 1 (l r l 1 �� \ \\./ \ l \ \ \ 1 \ �\� \ _ 1 I I I > a_- ZL� L��--��,/f���_ / ) �i / l
/ -J / / // \ �I__�� �-\'\ I / \ \\ 1 \ \ - \ I 1 � \ s� 1 - � I I 1 ) \ ) \ -� /��� ��/- / / / // L / /
1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED / /- / l^ - , J/ ( \ \�,//-� - �� ) r 1 \ 1 -\� �� �� = ( / ( ) /
AT 2-FT CONTOUR INTERVALS BY INDEPENDENT MAPPING CONSULTANTS (IMC ` / //��/ // ) /J I I / ��-\��_ -\ \III/ / I \ I I / \ \ \ / I / - / 1 ( ) \ \ ( ) \ \ \ �`- , J `\ /i' �'/�/ ��/ �/� ) ( l) /
\\ / ///ice= l //� , \--1 - IIIIII(( J I) /�\\ / / / / �1 \l \ \ \� \ �\ \\ \ \�`` =� - / / /�//i/fit l� J / J/
JOB NO. 17001); DATE OF AERIAL PHOTOGRAPHY JANUARY 18, 2017 & - , 1 / / - / / /// / // �/ // ' __ _ _ ) I \ ) / ) J / �\ \\ � / l / / - \ \ \ � \ \ \ - � / ( J I r
OCTOBER 5, 2017. ��� I ( / / i//�/� J//�///// �-i //i/� : !L: \� ( 11�1 \\ / // // f / /'�-\ ����\�\��� 1 / 1 \� \ \ \ \� - \\ � - �_- \iii\ ( 1
2. PROPOSED TIE-IN GRADING LOCATIONS AND ELEVATIONS ARE BASED ON - _ , / /, / i / // // �- / /��-- \ \ \ )I\ I I / \\ / ) \ O \\ 1
//� _ ��i ,-- /// / / \ ) \1 \ I III 11�\ / / / / \\\ ��\\ / / r \ \ \� - \ �� \ \ \ \ )
PHASE 3 CELL 1 VERIFICATION DIGITAL DRAWINGS PROVIDED BY LAWRENCE �- / /j/// J////� \ 11 II ) I I I 1 I 1 ��/ / // / \ \\\ \�� �_� \ \ \ \ \ \ \ '�� \ \\ \, \ /� \
SURVEYING, INC. ON OCTOBER 23, 2018. / - �� ��=��//// / '-\� I // / /III I I l / / 1� \ i \ )
�__ / -� -�///i/ //-\ 1 ///�/ IIIIII / / / -- �� ��\�r / / \ ) ) / % / ) /) \ \ ) \\
�/// // / l// / l 1 I I I1 1 / ►l/n\ \
3. LIMITS OF DISTURBANCE IS TAKEN FROM APPROVED EROSION CONTROL PLAN j _ �J„ / \J( -_��// /// ) // �// //� /// I I I l I / / / / - . \ \ \�\ \\\ �� / i ` \ ) I \ ,�/ �J // / /I- r / \ ( \ \ \
DATED OCTOBER 17, 2017. J //�/%� / \:��JIr �/ // //,/;, / ///�/ J III \I I / / / \\\\\\\ 1 11) \ \/ / / /r__ / \� A
/l/�/ � _- (/ r �,� r / //i�/i)K ///i) Il Il \t l �{ / / / \ \ \ ��� / l \\ - \ < �/ ,/ f / - - \
4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: /'�� / / /1 / j%/l/////e// ////// l 1 ) \ I l 1 I 1 i \ \\\\�\ / l / \\ \�� -, ` \ �� // / J/ \
3710644500J, 3710644600J, 3710645500J, 3710645600J. //////i�/� , 71:- \\\\\J \ /,/ / ,// /� / / / ) I I J 1 \ \ \ \\\\�\ \,\,
\ \ \\\ ���\�� _ '
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\
5. JURISDICTIONAL WATERS OF THE US WERE DELINEATED (FLAGGED IN THE j//�i/��% / / 1l \ -1 I / �j j / /j / / / \ \ \ 1 \ \�_/ \ \ \\ / �\ \ \
// /// �� ) I i \ _ l / � /� l / , ) \ 1 \ / �� 1 \ \ \�\� \\\ \\\�\,Z\��- I c�-_ �/ )
FIELD), CLASSIFIED, AND MAPPED BY CWS, INC. ON MAY 3, 2018, MARCH J/ / / // // /// JI --/ /��///�% /////� I \ \ \ \ I �, \ ( \\v J� \ \ -J \ \ �� \\\1\)� \ `0 `II / // -` /// /J �/icei�// / // /l l \ \ ) / �\ \ \ 1 1 l ) \, I-- \ \\\ \ \ \ \\ \ \\\ 1 �\�,�- � j ® )20, 21, AND 27 2019. \\lllll�,� /�//// , _/ /. , // / ,�i /, /i �!ii.�i�//�///i �, 1 . � I \ \ \ � \ I � \ �. � I\ � .�l _�� � \ I � � \ \\ 1 . , ,1 I 1 \\� r- i / l �,
LEGEND
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EXISTING
STREAM
EXISTING
WETLANDS
EXISTING
100-YEAR FEMA
EXISTING
EDGE OF LINER
EDGE OF
LINER
PERMITTED LIMITS OF DISTURBANCE
LIMITS OF CONSTRUCTION
SCALE IN FEET
0 300 600
BEFORE YOU DICI
CALL 1-800-632-4949
N.C. ONE -CALL CENTER
IT'S THE LAWI
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NORTH CAROLINA
BOARD OF EXAMINERS
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APPENDIX G
RELATED DOCUMENTS

FRANCHISE AGREEMENT

ORDINANCE GRANTING SANITARY .LANDFILL FRANCHISE
WHEREAS, G.S. §153A-136(a)(3) authorizes counties to regulate the disposal and other
disposition of solid wastes by granting franchises to one or more persons for the exclusive right
to commercially dispose of solid wastes within the county; and
WHEREAS, G.S. §13OA-294, as amended in 1994, requires that an applicant for a
sanitary landfill permit from the State shall obtain a franchise for the operation of the landfill
from the local government having jurisdiction over the land on which the landfill is to be located;
and
WHEREAS, Anson County has previously entered into an Agreement (the "Agreement")
dated dune 4, 1991, with Chambers Development of North Carolina, Inc. ("Chambers")
pertaining to a proposed sanitary landfill to he located in Anson County; and
WHEREAS, pursuant to the Agreement, Chambers has (i) applied for and received from
the North Carolina Department of Environmental Quality (DEQ), a Notice of Site Suitability
dated January 30, 1996 (the "Notice") for a sanitary landfill on a tract of land in Anson County,
and (ii) requested that Anson County grant an exclusive franchise for construction and operation
of the proposed landfill at the site described in the Notice (the "Landfill Site"); and
WHEREAS, the sanitary landfill will be modified to consist of five phases with a total
disposal area of approximately 210 acres.

WHEREAS, the Board of County Commissioners conducted public hearings prior to its
approval of the Agreement in 1991 and subsequent public hearings for each Agreement and has
conducted a further public hearing on November 18, 1996, prior to considering the adoption of
this ordinance and has conducted a further public meeting on November 7, 2017, prior to
Considering adoption of this revised ordinance; and
WHEREAS, in response to issues raised during the public hearing, the Board has
requested and received from Chambers written clarifications and assurances concernin
Chambers' obligations with respect to the Landfill; and
WHEREAS, the Board has detemnined that it is in the best interests of the residents and
businesses of the County that an ordinance be adopted granting a franchise to Chambers for the
construction and operation of a sanitary landfill at the Landfill Site, in accordance with all of the
terms and conditions set forth in the Agreement and this Ordinance;
BE 1T, THEREFORE, ORDAINED AS FOLLOWS:
Section one
A. This Ordinance is enacted pursuant to G.S. § 1 53A-136 and § 130A-294, to
promote and protect the health, safety and welfare of the people of Anson County; and the Board
finds that the provisions of this ordinance will encourage the establishment of a secure, safe, and
economical system of solid waste disposal in the County, in compliance with all applicable state
and Federal laws and regulations.

B. The Code of Ordinances of Anson County, North Carolina, is hereby amended to
grant Chambers an exclusive franchise (the "Franchise") for the operation of a sanitary landfill at
the Landfill Site upon the terms and conditions set forth in (i) the Agreement, which is
incorporated herein by reference, (H) any permits issued by DEQ for construction and operation
of the landfill, and (iii) this Ordinance.
C. In the event of any conflict between the terms or conditions in the Agreement and
any permit issued by DEQ, the more restrictive term or condition shall govern.
D, The Franchise shall be for the life -of -site of the Landfill, unless terminated or
extended in accordance with both the Agreement and applicable law,
E. The sanitary landfill shall serve the following populations and geographic areas in
accordance with the following priorities:
1. Residents, commercial businesses, industry, and establishments located in
Anson County, including those located in towns and cities within the County;
2. Residents, commercial businesses, industry, and establishments located in
towns, cities and counties surrounding Anson County; and
3. Residents, commercial businesses, industry, and establishments located in
other towns, cities and counties within North Carolina and South Carolina
with an estimated population of 15.11 trillion people.

CERTIFICATE OF APPROVAL
This certifies that, following a public hearing duly conducted on November 18, 1996, this
Ordinance was approved at two regular meetings of the Anson County Board of Commissioners,
as follows:
A. At the February 4, 1997, regular session, upon motion of Commissioner Little,
seconded by Commissioner Thacker the foregoing Ordinance passed by the following
vote:
Ayes: 5 Noes: 2
B. At the March 1, 1997, regular session, upon motion of Commissioner Little,
seconded by Commissioner Thacker the foregoing Ordinance passed by the fallowing vote:
Ayes: 5 Noes: 2
This the 5 day of March, 1997.
ANSON COUNTY BOARD OF COMMISSIONERS
L-132
Ross Streater, Chairman
Attest:
Bonnie M. Huntley, Clerk to the Board
Approved as to farm:
George C. Bower, Jr., County Attorney
Robert C. Sink, Special Counsel

At the March b, 2018, regular session, upon motion of Commissioner ,
seconded by Commissioner _3t j V-6kU o„tik- the foregoing Ordinance passed by the following
vote;
Ayes: Noes:
This the 6 day of March 201 S.
ANSON COUNTY BOARD OF COMMISSIONERS
By, d -?��
Anna H. Baucom, Chairman
Attest:
Luaa�LL CNYA,�
Denise Cannon, Clerk to the Board
A e fo
Scott Forbes, County Attorney

JURISDICTIONAL DELINEATION REPORT

j' DEPARTMENT OF THE ARMY
WILMINGTON DISTRICT, CORPS OF ENGINEERS
_ 151 PATTON AVENUE
ROOM 208
ASHEVILLE, NORTH CAROLINA 28841-5006
May 13, 2020
Regulatory Division
Action ID: SAW-2019-00205
Mr. Nelson Breeden
Waste Connections, Incorporated
265 Brookview Centre, Suite 205
Knoxville, Tennessee 37919
Dear Mr. Breeden:
Enclosed is a Department of the Army permit to place fill material in 1,177 linear feet
of stream and 0.125 acre of wetlands to provide solid waste disposal services for the
customers served by the Anson County Waste Management Facility, specifically the
rapidly expanding Charlotte metro area and Anson County, North Carolina. The Corps
is issuing this permit in response to your written request of August 22, 2019, and the
ensuing administrative record.
Any deviation in the authorized work will likely require modification of this permit. If a
change in the authorized work is necessary, you should promptly submit revised plans
to the Corps showing the proposed changes. You may not undertake the proposed
changes until the Corps notifies you that your permit has been modified.
Carefully read your permit. The general and special conditions are important. Your
failure to comply with these conditions could result in a violation of Federal law. Certain
significant conditions require that:
a. You must complete construction before December 31, 2030.
b. You must notify this office in advance as to when you intend to commence and
complete work.
c. You must allow representatives from this office to make periodic visits to your
worksite as deemed necessary to assure compliance with permit plans and
conditions.
d. In order to compensate for impacts associated with this permit, mitigation shall
be provided in accordance with the provisions outlined in the U.S. Army Corps of
Engineers, Wilmington District, Compensatory Mitigation Responsibility Transfer

-2-
Form. The requirements of this form, including any special conditions listed on
this form, are hereby incorporated as special conditions of this permit
authorization.
You should address all questions regarding this authorization to Bryan Roden -
Reynolds at the Charlotte Regulatory Field Office, telephone [phone].
FOR THE COMMANDER
DONE Digitally signed by
JQNES.MICHAELSC4TT-1258314
D74�:,
Date: 2020.05.13 13:41:05-04'00'
Scott ,tones, PWS
Chief
Asheville/Charlotte Regulatory Field Offices
Enclosures
cc (with enclosures):
NOAAINational Ocean Service
1315 East -west Hwy., Rm 7316
Silver Spring, Maryland 20910-3282
U.S. Fish and Wildlife Service
160 Zillicoa Street
Asheville, North Carolina 28801
Dr. Ken Riley
National Marine Fisheries Service
Habitat Conservation Division
101 Pivers Island Road
Beaufort, North Carolina 28516
Mr. Todd Bowers
Wetlands Protection Section — Region IV
Water Management Division
U.S. Environmental Protection Agency
61 Forsyth Street, SW
Atlanta, Georgia 30303
Division of Coastal Management
N.C. Department of Environmental Quality
400 Commerce Avenue
Morehead City, North Carolina 28557

_3-
Dr. Pace Wilber
National Marine Fisheries Service
219 Fort Johnson Road
Charleston, South Carolina 29412-9119
cc (via Email):
NC DENR - Division of Water Resources (via email)

NOTIFICATION OF ADMINISTRATIVE APPEAL OPTIONS AND PROCESS AND
REQUEST FOR APPEAL
Applicant: Waste Connections Incorporated
File Number: SAW-2019-00205
Date: 5/13/2020
Attached
is:
See Section below
❑
INITIAL PROFFERED PERMIT (Standard Permit or Letter of ermission)
A
®
PROFFERED PERMIT (Standard Permit or Letter of permission)
B
PERMIT DENIAL
C
LEl
APPROVED JURISDICTIONAL DETERMINATION
D
PRELIMINARY JURISDICTIONAL DETERMINATION
E
SECTION I - The following identifies your rights and options regarding an administrative appeal of the above decision.
Additional information may be found at littp:HhvNvw.usace.ariiiy.mil/Missions/CivilWorks/Rgyt►latoiyProgrm aarrdPer►nits.asp_x or
Corps regulations at 33 CFR Part 331.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request
that the permit be modified accordingly. You must complete Section II of this form and return the form to the district
engineer. Your objections must be received by the district engineer within 60 days of the date of this notice, or you will
forfeit your right to appeal the permit in the future. Upon receipt of your letter, the district engineer will evaluate your
objections and may: (a) modify the permit to address all of your concerns, (b) modify the permit to address some of your
objections, or (c) not modify the permit having determined that the permit should be issued as previously written. After
evaluating your objections, the district engineer will send you a proffered permit for your reconsideration, as indicated in
Section B below.
B: PROFFERED PERMIT: You may Accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a. Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein,
you may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section Il of
this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days
of the date of this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division
engineer within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new
information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the
date of this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers
Administrative Appeal Process by completing Section II of this form and sending the form to the district engineer. This form
must be received by the division engineer within 60 days of the date of this notice.
E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the
preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed),
by contacting the Corps district for further instruction. Also you may provide new information for further consideration by the
Corps to reevaluate the JD.

SECTION II - REQUEST FOR APPEAL or OBJECTIONS TO AN INITIAL PROFFERED PERMIT
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an initial
proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons or
objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the
record of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to
clarify the administrative record. Neither the appellant nor the Corps may add new information or analyses to the record.
However, you may provide additional information to clarify the location of information that is already in the administrative
record.
POINT OF CONTACT FOR QUESTIONS OR INFORMATION:
If you have questions regarding this decision and/or the
If you only have questions regarding the appeal process you inay
appeal process you may contact:
also contact:
Mr. Philip Shannin, Administrative Appeal Review Officer
USAGE - District Engineer
CESAD-PDO
Wilmington Regulatory Division
U.S. Army Corps of Engineers, South Atlantic Division
Attn: Bryan Roden -Reynolds
60 Forsyth Street, Room 1OM15
151 Patton Avenue, Room 208
Atlanta, Georgia 30303-8801
Asheville, NC 28801
Phone: [phone]
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day
notice of any site investigation, and will have the opporttunity to participate in all site investigations.
Date:
Telephone number:
Signature of appellant or agent.
For appeals on Initial Proffered Permits send this form to:
District Engineer, Wilmington Regulatory Division, Attn: Bryan Roden -Reynolds, 69 Darlington Avenue,
Wilmington, North Carolina 28403
For Permit denials, Proffered Permits and approved Jurisdictional Determinations send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Philip Shannin,
Administrative Appeal Officer, CESAD-PDO, 60 Forsyth Street, Room 1OM15, Atlanta, Georgia 30303-
8801
Phone: [phone]

DEPARTMENT OF THE ARMY PERMIT
Permittee WASTE CONNECTIONS INCORPORATED
Permit No. SAW-2019-00205
issuing Office CESAW-RG-C
NOTE: The term "you" and its derivatives, as used in this pernut, means the permittee or any future transferee. The term "this
office" refers to the appropriate district or division office of the Corps of Engineers having jurisdiction over the permitted activity
or the appropriate official of that office acting under the authority of the commanding officer.
You are authorized to perform work in accordance with the terms and conditions specified below.
Project Description: This permit authorizes the grading and placement of fill material in 1,177 linear
feet of stream and 0.125 acre of wetland. The proposed project would involve the expansion of the
existing Anson County solid waste landfill through incremental phases 3 through 5. These phases
will involve contiguous development to maximize the expanded volume and meet current solid
waste requirements of the rapidly expanding Charlotte metro area and surrounding region (i.e.,
Anson County).
Project Location: The site is located within the existing Anson County Waste Management Facility
property limits in Anson County, North Carolina. To access the site from Charlotte, take US-74
East approximately 45 miles to Dozer Road. Turn left onto Dozer Road and travel approximately
0.5 miles north. The site is at the end of Dozer Road and is bounded on the northwest by Brown
Creek, on the east by Pinch Gut Creek and on the south by CSX railroad. The existing landfill
property consists of the following features: 1) Solid waste disposal operations; 2) Vehicle and
equipment maintenance and fueling in support of landfill and hauling operations (located in the
maintenance building); 3) Leachate collection tanks; 4) Scale house; 5) Truck wash; and 6) an
administrative building.
Permit Conditions:
General Conditions:
1. The time limit for completing the work authorized ends on December 31, 2030. If you find that you need more time to
complete the authorized activity, submit your request for a time extension to this office for consideration at least one month
before the above date is reached.
2, You must maintain the activity authorized by this permit in good condition and is conformance with the terms and conditions
of this permit, You are not relieved of this requirement if you abandon the permitted activity, although you may make a good
faith transfer to a third party in compliance with General Condition 4 below. Should you wish to cease to maintain the authorized
activity or should you desire to abandon it without a good faith transfer, you must obtain a modification of this permit from this
office, which may require restoration of the area,
3. If you discover any previously unknown historic or archeological remains white accomplishing [lie activity authorized by this
permit, you must immediately notify this office of what you have found. We will initiate the Federal and state coordination
required to determine if the remains warranta recovery effort or if the site is eligible for listing in the NationaiRegister of Historic
Places.
ENG FORM 1721, Nov 86 EDITION OF SEP 82 IS OBSOLETE. (33 CFR 325 (Appejrrlir. A))

4. If you sell the property associated with this permit, you must obtain the signature of the new owner in the space provided
and forward a copy of the permit to this office to validate the transfer of this authorization.
S. If a conditioned water quality certification has been issued for your project, you must comply with the conditions specified
in the certification as special conditions to this permit. For your convenience, a copy of the certification is attached if it
contains such conditions.
6. You must allow representatives from this office to inspect the authorized activity at any time deemed necessary to ensure
that it is being or has been accomplished in accordance with the terms and conditions of your permit,
Special Conditions
SEE ATTACHED SPECIAL CONDITIONS
Further Information:
1. Congressional Authorities: You have been authorized to undertake the activity described above pursuant to,
( ) Section 10 of the Rivers and Harbors Act of 1899 (33 U.S.C. 403).
( X) Section 404 of the Clean Water Act (33 U.S.C. 1344).
( ) Section 103 of the Marine Protection, Research and Sanctuaries Act of 1972 (33 U.S.C, 1413).
2. Limits of this authorization.
a. This permit does not obviate the need to obtain other Federal, slate, or local authorizations required by law.
b, This permit does not grant any property rights or exclusive privileges.
c. This permit does not authorize any injury to the property or rights of others.
d. This permit does not authorize intet'ference with any existing or proposed Federal project.
3. Limits of Federal Liability, In issuing this porn -Lit, the Federal Government does not assume any liability for the following:
a. Damages to the permitted project or uses thereof as a result of other permitted or unpermitted activities or from natural
causes.
b. Damages to the permitted project or uses thereof as a result of current or future activities undertaken by or on behalf
of the United States in the public interest.
c. Damages to persons, property, or to other permitted or unpermitted activities or structures caused by the activity
authorized by this permit.
d. Design or construction deficiencies associated with the permitted work.
e. Damage claims associated with any future modification, suspension, or revocation of this permit.
4. Reliance on Applicant's Data: The determination of this office that issuance of this permit is not contrary to the public interest
was made in reliance on the information you provided,

5. Reevaluation of Peimit T)ecision, This office may reevaluate its decision on this permit at anytime the circumstances warrant.
Circumstances that could require a reevaluation include, but are not limited to, die following:
a. You fail to comply with the terms and conditions of this permit.
b. The information provided by you in support of your permit application proves to have been false, incomplete, or inaccurate
(See 4 above).
c. Significant new information surfaces which this office did not consider in reaching the originalpublio interest decision.
Such a reevaluation may result in a determination that it is appropriate to use the suspension, modification, and revocation
procedures contained in 33 CFR 325.7 or enforcement procedures such as those contained in 33 CFR 326.4 and 326.5. The
referenced enforcement procedures provide for the issuance of an administrative order requiring you to comply with the tenns
and conditions of your permit and for the initiation of legal action where appropriate. You will be required to pay for any
corrective measures ordered by this office, and if you fail to comply with such directive, this office may in certain situations
(such as those specified in 33 CFR 209,170) accomplish the corrective measures by contract or otherwise and bill you for the
cast.
6. Extensions. General condition I establishes a time limit for the completion of the activity authorized by this penni t, Unless
there are circumstances requiring either a prompt completion of the authorized activity or a reevaluation of the public interest
decision, the Corps will normally give favorable consideration to a request for an extension of this time limit,
Your signature below, as permittee, indicates that you accept and agree to comply with Cho terms and conditions of this pennit.
3 IQ �L0 z D
(PER XTTEE) WAS CONNECTIONS INCORPORATED (DATE)
I'his pern3.it becomes effective when the Federal official, designated to act for the Seer otary of the Army, has signed below.
Digitally signed by
JO N E S. MIC H A E L.SCOT1.12 58 314
073
Date: 2020.05.13113:44:15-04-00' , FOR
(DISTRICT COMMANDER) ROBERT J. CLARK
COLONEL, U.S. ARMY
DISTRICT COMMANDER
13 MAY 2020
(DA TF)
When the structures or work authorized by this permit are still in existence at the time the property is transferred, the terms and
conditions of this permit will continue to be binding on the new owner(s) of the property. To validate the transfer of this permit
and the associated liabilities associated with compliance with its terms and conditions, have the transferee sign and date below.
(TWANSFEREE)
(D,4TE)
°U.S. GOVERMENT PRINTING} 011MCai 19R6 - 717-425

5, Reevaluation of Permit Decision. This office may reevaluate its decision on this permit at any time the circumstances warrant.
Circumstances that could require a reevaluation include, but are not limited to, the following:
a, You fail to comply with the terms and conditions of this permit.
b, The information provided by you in support of your permit application proves to have been false, incomplete, or inaccurate
(See 4 above),
c, Significant new information surfaces which this office did not consider in reaching the original public interest decision.
Such a reevaluation may result in a determination that it is appropriate to use the suspension, modification, and revocation
procedures contained in 33 CFR 325.7 or enforcement procedures such as those contained in 33 CFR 326.4 and 326.5. The
referenced enforcement procedures provide for the issuance of an administrative order requiring you to comply with the terms
and conditions of your permit and for the initiation of legal action where appropriate. You will be required to pay for any
corrective measures ordered by this office, and if you fail to comply with such directive, this office may in certain situations
(such as those specified in 33 CFR 209.170) accomplish the corrective measures by contract or otherwise and bill you for the
cost,
6. Extensions. General condition I establishes a time limit for the completion of the activity authorized by this permit, Unless
there are circumstances requiring either a prompt completion of the authorized activity or a reevaluation of the public interest
decision, the Corps will normally give favorable consideration to a request for an extension of this time limit.
Your signature below, as permittee, indicates that you accept and agree to comply with the terms and conditions of this permit.
Al2-4'C 31, V Z 0 Z 11
(PER ITTEE) WAS CONNECTIONS INCORPORATED (DATE)
This permit becomes effective when the Federal official, designated to act for the Secretary of the Army, has signed below,
(DISTRICT COMh,1ANDER) ROBERT J. CLARK (DATE)
COLONEL, U.S. ARMY
DISTRICT COMMANDER
When the struchu'es or work authorized by this permit are still in existence at the time the property is transferred, the terms and
conditions of this permit will continue to be binding on the new owner(s) of the property. To validate the transfer of this permit
and the associated liabilities associated with compliance with its terms and conditions, have the transferee sign and date below.
(TRANSFEREE)
(DATE)
*U.S. GOVLRA MEWT Pit IPITING OFFICE: 1986-717-425

SPECIAL CONDITIONS
SAW-2019-00205
Failure to institute and carry out the details of the following special conditions
below (listed as Special Conditions 1-19) will result in a directive to cease all
ongoing and permitted work within waters of the United States, including
wetlands, associated with the permitted project, or such other remedies and/or
fines as the U.S. Army of Corps of Engineers District Commander or his
authorized representatives may seek.
Special Condition 9 LConstruction Plans): All work authorized by this permit must
be performed in strict compliance with the attached plans. Reference figures
entitled °C100, C300-C305, C400-C401, C500-0503, C600-C606, C700-C702,
G100, and G200-G204 with a Stamped and Signed Date of 12121/2018. Any
modifications to these plans must be approved by the Corps prior to
implementation.
Rationale: This condition ties the permittee's (i.e., the applicant, as Known as
Waste Connections, Inc.) project plans to the permit.
Special Condition 2 (Unauthorized Dredge or Fill): Except as authorized by this
permit or any Corps approved modification to this permit, no excavation, fill, or
mechanized land -clearing activites shall take place at any time in the
construction or maintenance of this project, within waters of wetlands. This permit
does authorize temporary placement or double handling of excavated or fill
material within waters or wetlands outside the permitted area. This prohibition
applies to all borrow and fill activities connected with this project.
Rationale: This condition ensures no authorized activities occur within waters or
wetlands.
Special Condition 3 (Maintain Circulation and Flow of Waters): Except as
specified in the plans attached to this permit, no excavation, fill, or mechanized
land -clearing activities shall take place at any time in the construction or
maintenance of this project, in such a manner as to impair normal flows and
circulation patterns within waters or wetlands or to reduce the reach of waters or
wetlands.
Rationale: This condition clarifies that only the impacts to waters of the United
States by the project plans, specified in Special Condition 1, are approved by this
permit.

Special Condition 4 (Deviation from Permitted Plans): The permitte shall ensure
that the construction design plans for the proposed project do not deviate from
the permit plans attached to this authorization. Writted verification shall be
provided that the final construction drawings comply with the attached permit
drawings prior to any active construction in waters of the United States, including
wetlands. Any deviation in the construction design plans will be brought to the
attention of the Corps of Engineers, Mr, Bryan Roden -Reynolds, Charlotte
Regulatory Field Office, 8430 Univeristy Executive Park Drive, Suite 615,
Charlotte, North Carolina, 28262, prior to any active construction in waters or
wetlands.
Rationale: This condition ensures construction activities are limited to the
previously permitted waters and wetlands and modifications to construction plans
will be authorized by the Corps prior to commencement.
Special Condition 5 (Pre -Construction Meeting: The permittee shall schedule an
onsite pre -construction meeting between its representatives, the contractor's
representatives, and the appropriate Corps' Project Manager prior to undertaking
any work within jurisdictional waters and weltands. The permittee shall notify the
Corps' Project Manager a minimum of thirty (30) days in advance of the
scheduled meeting in order to provide that individual with ample opportunity to
schedule and participate in the required meeting.
Rationale: This condition ensures that there is a mutual understanding of all
terms and conditions contained within the Department of Army permit.
Waste Connections, Inc. has scheduled a pre -construction meeting with
the Corps and their contractors for May 21, 2020. Upon completion of a
satisfactory pre -construction meeting on May 21, 2020, Special Condition 5
will be fulfilled.
Special Condition 6 {Notification of Construction Commencement and
Completion); The permittee shalt advise the Corps in writing prior to beginning
the work authorized by this permit and again upon completion of the work
authorized by this permit.
Rationale: This condition facilitates time inspections for Section 404 Clean Water
Act compliance.
Special Condition_ 7 (Clean Fill): Unless otherwise authorized by this permit, all fill
material placed in waters or wetlands shall be generated from an upland source
and will be clean and free of any pollutants except in trace quantities. Metal
products, organic materials (including debris from land clearing activities), or
unsightly debris will not be used. Soils used for fill shall not be contaminated with
any toxic substance in concentrations governed by Section 307 of the Clean
Water Act.

Rationale: This condition addressed potential indirect impacts to waters of the
United States.
S ecial Condition 8 Permit Distribution): The permittee shall require its
contractors and/or agents to comply with the terms and conditions of this permit
in the construction and maintenance of this proposed project, and shall provide
each of its contractors and/or agents associated with the construction or
maintenance of this proposed project with a copy of this permit. A copy of this
permit, including all conditions, shall be available at the project site during
construction and maintenance of this proposed project.
Rationale: This condition specifies that the permittee is responsible for
discharges of dredged or fill material in waters of the United States done by their
contractors and/or agents.
Special Condition 9 (Sediment and Erosion Control Measurer: The permittee
shall employ all sedimentation and erosion control measures necessary to
prevent an increase in sedimentation or turbidity within waters and wetlands
outside the permit area. This shall include, but is not limited to, the immediate
installation of silt fencing or similar appropriate devices around all areas subject
to soil disturbance or the movement of earthen fill, and the immediate
stabilization of all disturbed areas. Additionally, the project must remain in full
compliance with all aspects of the Sedimentation Pollution Control Act of 1973
(see North Carolina General Statutes Chapter 113A, Article 4).
Rationale: This condition addresses the measured used to control sedimentation
and erosion to waters of the United States.
Special Condition 10 (Erosin Control Measures in Wetlands: The permittee shall
remove all sediment and erosion control measures placed in wetlands or waters
and shall restore natural grades in those areas, prior to project completion.
Rationale: This condition assigns responsibility to the permittee to restore
permitted impacts to their pre -project condition.
Special Condition 11 (Permit Revocation): The permittee, upon reciept of a notice
of revocation of this permit or upon its expiration before completion of the worst
will, without expense to the United States and in such time and manner as the
Secretary of the Army or his authorized representative may direct, restore the
water or wetland to its pre -project condition.
Rationale: This condition assigns responsibility to the permittee to restore
permitted impacts to their pre -project condition.

Special Condition 12 (Reporting Address): All reports, documentation, and
correspondence required by the conditions of this permit shall be submitted to
the following address: U.S. Army Corps of Engineers, Regulatory Division,
Charlotte Field Office, c/o Bryan Roden -Reynolds, 8430 Univeristy Executive
Park Drive, Suite 615, Charlotte, North Carolina, 28262, and by telephone at
[phone]. The permittee shall reference the following Corps Action ID
Number: SAW-2019-00205, on all submittals.
Rationale: This condition specifies reporting requirements.
Special Condition 13 (Reporting Violations of the Clean Water Act): Violations of
these conditions or violations of Section 404 of the Clean Water Act must be
reported in writing to the U.S. Army Corps of Engineers, Wilmington District
within 24 hours of the permittee's discovery of the violation.
Rationale: This condition specifies compliance reporting requirements.
Special Condition 14 (Compliance Inspection): A representative of the Corps will
periodically and randomly inspect the work for compliance with these conditions.
Deviations from these procedures may result in an administrative financial
penalty and/or directive to cease work until the problem is resolved to the
statisfcation of the Corps.
Rationale: This condition documents the Corps' authority to conduct compliance
inspections as well as potential measures to assure compliance with permit
conditions.
Special Condition 15 (Protection of Federally Listed Species): All necessary
precautions and measures will be implemented so that any activity will not kill,
injure, capture, harass, or otherwise harm any protected federally listed species.
While accomplishing the authorized work, if the permittee discovers or observes
a damaged or hurt federally listed species, the District Engineer will be
immediately notified to initate the required Federal coordination.
Rationale: This condition ensures continued compliance with the Endangered
Species Act,
Special Condition 16 (Water Contamination): All mechanized equipment will be
regularly inspected and maintained to prevent contamination of waters and
wetlands from fuels, lubricants, hydraulic fluids, or other toxic materials. In the
event of a spill of petroleum products or any other hazardous waste, the
permittee shall immediately report it to the North Carolina Division of Water
Resources [phone] or [phone] and provisions of the North
Carolina Oil Pollution and Hazardous Substances Control Act will be followed.

Rationale: This condition ensures continued compliance with the North Carolina
Oil Pollution and Substances Control Act.
Special Condition 17 (Sediment and Erosion Control Plan): Thirty (30) days prior
to commencing land disturbing activity, a Sediment and Erosion Control Plan will
be filed with North Carolina Department of Environmental Quality.
The Sediment and Erosion Control Plan must include, but not limited to:
1. A scaled plat plan of the site, showing the affected areas as well as
adjacent properties which may be affected. Also, include contours, if
available;
2. Indicate critical areas such as wetlands, creeks, streams, drain ways,
marsh, etc.;
3. Include a brief narrative describing the activities to be undertaken and a
construction schedule;
4. Indicate on the plat, the measures to be utilized to prevent sediment from
entering adjacent properties, such as location of silt fences, silt basins,
diversion ditches, hay barriers, areas to be seeded, etc.; and
5. Include any other pertinent information directed at controlling off -site
sedimentation, slope degradataion, and erosion.
NOTE: The Sediment and Erosion Control Plan is required whenever the
proposed activity is to be undertaken on a tract comprising more than one
acre, if more more than one contiguous acre is to be uncovered.
Rationale: This condition ensures the applicant is following the procedures and
best management practices used by the State, who enforce and monitor
sediment and erosion control.
Special Condition 18 (Prohibitions on Concrete}: The permittee shall take
measures to prevent live or fresh concrete, including bags of uncured concrete,
from coming into contact with any water in or entering into waters of the United
States. Water inside coffer dams or casings that have been in contact with
concrete shall only be returned to waters of the United States when it no longer
poses a threat to aquatic organisms (concrete is set and cured).
Rationale: This condition addresses the potential indirect impacts to waters of the
United States from live concrete.
Special Condition 19 LALitigation): In order to compensate for impacts associated
with this permit, mitigation shall be provided in accordance with provisions
outlined on the most recent version of the attached Compensatory Mitigation
Responsibility Transfer Form. The requirements of this form, including any
special conditions listed on this form, are hereby incorporated as special
condition of this permit authorization.

Rationale: This condition will help to ensure minimal indirect/secondary effects to
aquatic resources in this sub basin as restoration of wetland areas will be
conducted within the same sub basin that the impacts are occurring.
Waste Connections, Inc. has decided to purchase the required stream and
wetland credits through a phased approach. The Corps required Waste
Connection, Inc. to purchase 2,060 linear feet of stream credits and 0.21
acre of wetland credits through the In -Lieu Free Program. Waste
Connections, Inc. was advised of the risks of a phased approach to
purchasing stream and/or wetland credits; as the costs of credits may
increase from year to year. Waste Connections, Inc. proposes to purchase
135 linear feet of stream credits and 0.21 acre of wetland credits in 2020
and purchase the remaining 1,925 linear feet of stream credits in 2024.
Waste Connections, Inc. reserves the right to purchase the remaining
stream credits prior to 2024.

, r ,
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0

ROY COOPER
co � ern or
MICHAEL S. REGAN
Seerrrary
LINDA CULPEPPER
O1reclar
Waste Connections
Attn: Mr. Nelson Breeden
265 Brookview Centre Way
Suite 205
Knoxville, TN 37919
NORTH CAROLINA
Envlronmenrni Quality
February 17, 2020
DWR # 20191169
Anson County
Subject. Approval of Individual 401 Water Quality Certification with Additional Conditions
Anson County Waste Management Facility
USACE Action ID. No. SAW-2018-0053
Dear Mr. Breeden:
Attached hereto is a copy of Certification No. WQC004217 issued to Mr. Nelson Breeden and Waste
Connections, dated February 17, 2020. Please note that you should get any other federal, state or local
permits before proceeding with the subject project, including those required by (but not limited to)
Sediment and Erosion Control, Non -Discharge, and Water Supply Watershed regulations.
This approval and its conditions are final and binding unless contested. This Certification can be
contested as provided in Articles 3 and 4 of General Statute 150E by filing a written petition for an
administrative hearing to the Office of Administrative Hearings (hereby known as OAH) within sixty (60)
calendar days.
A petition form may be obtained from the OAH at http://www.iicoah.com/ or by calling the OAH Clerk's
Office at [phone] for information. A petition is considered filed when the original and one (1)
copy along with any applicable OAH filing fee is received in the OAH during normal office hours (Monday
through Friday between 8:00am and 5:00pm, excluding official state holidays).
The petition may be faxed to the OAH at [phone], provided the original and one copy of the
petition along with any applicable OAH filing fee is received by the OAH within five (5) business days
following the faxed transmission.
Mailing address for the OAH:
if sending via US Postal Service: If sending via delivery service (UPS, FedEx, etc):
North Carolina Department of Environmental Quality I Divislon of Water Resources
517 North Sallsbury Street 116t7 Mall Service Center I Ralelgh. North Carolina 27699 1617
w1HT11 V3iCXM
919.707.9000

Anson County Waste Management Facility
DWR Project #20191169
Individual Certification #WQC004217
Page 2 of 7
Office of Administrative Hearings Office of Administrative Hearings
6714 Mail Service Center 1711 New Hope Church Road
Raleigh, NC 27699-6714 Raleigh, NC 27609-6285
One (1) copy of the petition must also be served to DEQ:
William F. Lane, General Counsel
Department of Environmental Quality
1601 Mail Service Center
Raleigh, NC 27699-1601
Unless such a petition is filed, this Certification shall be final and binding.
This certification completes the review of the Division under section 401 of the Clean Water Act and 15A
NCAC 02H 0500. Contact Paul Wojoski at 919-707-3631 or [e-mail] if you have any
questions or concerns.
Sincerely,
Mac Haupt, Acting Supervisor
401 & Buffer Permitting Branch
cc: Dan Zurlo, Christine Geist, Carolina Wetland Services, Inc. (via email)
Bryan Roden -Reynolds, USACE Charlotte Regulatory Field Office (via email)
Todd Bowers, EPA, (via email)
Olivia Munzer, NC WRC (via email)
DWR 401 & Buffer Permitting Branch file
Filename: 20191169AnsonCountyWasteManagementFacility(Anson)_401_IC

Anson County Waste Management Facility
DWR Project #20191169
Individual Certification #WQC004217
Page 3 of 7
NORTH CAROLINA 401 WATER QUALITY CERTIFICATION
CERTIFICATION #WQC004217 is issued in conformity with the requirements of Section 401, Public Laws
92-500 and 95-217 of the United States and subject to North Carolina's Regulations in 15 NCAC 02H .0500,
to Mr. Nelson Breeden and Waste Connections who have authorization for the impacts listed below, as
described within your application received by the N.C. Division of Water Resources (Division) on August
30, 2019 and subsequent information on January 24, 2020, and by Public Notice Issued by the U. S, Army
Corps of Engineers and received by the Division on October 9, 2019.
The State of North Carolina certifies that this activity will not violate the applicable portions of Sections
301, 302, 303, 306, 307 of the Public Laws 92-500 and PL 95-217 if conducted in accordance with the
application, the supporting documentation, and conditions hereinafter set forth.
This approval requires you to follow the conditions listed in the certification below.
Conditions of Certification:
1. The following impacts are hereby approved. No other impacts are approved, including incidental
impacts. [15A NCAC 02H .0506(b) and/or (c)] and 15A NCAC 02B .0250(S)]
Type of Impact
Amount Approved
(units) Permanent
Amount Approved (units)
Temporary
Wetland
W1— Fill
0.095 (acres)
0.0 (acres)
W2 — Fill
0.030 (acres)
0.0 (acres)
Stream
S1— Fill (Stream A - Intermittent)
436 (linear feet)
0 (linear feet)
S2 — Fill (Stream A - Perennial)
664 (linear feet)
0 (linear feet)
S3 — Fill (Stream E - Intermittent)
41(linear feet)
0 (linear feet)
S4 — Fill (Stream DSD - Intermittent)
36 (linear feet)
0 (linear feet)
Total
1,177 (linear feet) 1
0 (linear feet)

Anson County Waste Management Facility
DWR Project #20191169
Individual Certification #WQC004217
Page 4 of 7
Mitigation must be provided for the proposed impacts as specified in the table below. The Division
has received an acceptance letter from the Division of Mitigation Services (DMS). Until DMS
receives and clears your payment, and proof of payment has been provided to this Office, no
impacts specified in this Authorization Certificate shall occur. For accounting purposes, this
Authorization Certificate authorizes payment to the DMS to meet the following compensatory
mitigation requirement [15A NCAC 02H .0506 (b)(6)1:
Compensatory Mitigation
Required
River & Sub -basin Number
Stream
1,177 (linear feet)
Yadkin 03040104
3. The owner and/or authorized agent shall conduct a survey of the Perennial portion of "Stream A"
for the state threatened Creeper (Strophitus undulates), rare eastern creekshell (Villosa delumbis)
and Chameleon lampmussel (Lampsilis sp 2) a minimum of 30 days prior to the commencement of
Phase 5 construction activities. The survey shall be conducted by an individual permitted by the
North Carolina Wildlife Resources Commission (NCWRC). For a list of individuals permitted to
conduct mussel surveys, please contact Olivia Munzer with NCWRC at 919-707-0364 or
[e-mail] . If individuals of the above listed species are identified in the project
area, a plan to alleviate impacts must be provided to and approved by the NCWRC in writing and
forwarded to the Division prior to impacts specified in this Authorization Certificate occur. [15A
NCAC 02H .0506 (b)(2)]
4. Prior to any modifications of this certification for impacts from future units/cells, the applicant shall
reevaluate alternatives in order to adequately document avoidance and minimization at that time.
[15A NCAC 02H .0501 and 05021
A copy of the surface water monitoring plan, as approved by the Division of Solid Waste shall be
submitted to the Division for each future phase of the Anson County Waste Management Facility. Any
future modifications to the approved surface water monitoring plans shall be submitted to the
Division for the life of the landfill. Additional monitoring requirements may be added by the Division
upon review of the surface water monitoring plan approved by the Division of Solid Waste. [15A NCAC
02H .0506(b)(5)]
6. No waste, spills, solids or fill of any kind shall occur in wetlands or waters beyond the footprint of the
impacts (including temporary impacts) as authorized under this certification. (15A NACA 02H .0501
and .0502]
All construction activities shall be performed and maintained in full compliance with G. S. Chapter
113A Article 4 (Sediment and Pollution Control Act of 1973).

Anson County Waste Management Facility
DWR Project #20191169
Individual Certification #WQC004217
Page 5 of 7
8. Sediment and erosion control measures shall not be placed in wetlands or waters except within the
footprint of temporary or permanent impacts authorized under this Certification. [ 15A NCAC 02H
.0501 and .0502]
An NPDES Construction Stormwater Permit ( NCGO10000) is required for construction projects that
disturb one ( 1) or more acres of land, The NCGO10000 Permit allows stormwater to be discharged
during land disturbing construction activities as stipulated in the conditions of the permit. if the
project is covered by this permit, full compliance with permit conditions including the erosion &
sedimentation control plan, inspections and maintenance, self -monitoring, record keeping and
reporting requirements is required. [ 15A NCAC 02H .0506(b)(5) and (c)(5)]
10. No temporary impacts are allowed beyond those included in this Certification, [15A NCAC 02H
.0506(b)(2) and (c)(2)]
11. This approval is for the purpose and design described in your application and as described in the Public
Notice. The plans and specifications for this project are incorporated by reference and are an
enforceable part of the Certification. Any modifications to the project require notification to DWR and
may require an application submittal to DWR with the appropriate fee. [15A NCAC 02H .0501 and
.0502]
12. Appropriate measures should be installed prior to any land clearing activities to protect waters and
wetlands from turbidity and/ or sedimentation, These measures should be routinely inspected and
properly maintained, and excavated materials should be contained outside the wetland boundary.
Excessive silt and sediment loads can have numerous detrimental effects on aquatic resources
including destruction of spawning habitat, suffocation of eggs, and clogging of gills of aquatic species.
[15A NCAC 02H .0506 (b)(3) and (c)(3)]
13. This Certification does not relieve the applicant of the responsibility to obtain all other required
Federal, State, or Local approvals before proceeding with the project, including those required by, but
not limited to Sediment and Erosion Control, Non -Discharge, Water Supply Watershed, and Trout
Buffer regulations.
14. Mr. Nelson Breeden and Waste Connections shall conduct activities in a manner consistent with State
water quality standards (including any requirements resulting from compliance with section 303(d) of
the Clean Water Act) and any other appropriate requirements of State and Federal law. [15A NCAC
02B .0200) If the Division determines that such standards or laws are not being met (including the
failure to sustain a designated or achieved use) or that State or federal law is being violated, or that
further conditions are necessary to assure compliance, the Division may reevaluate and modify this
Certification. Before modifying the Certification, the Division shall notify Mr. Nelson Breeden and
Waste Connections and the U.S. Army Corps of Engineers, provide public notice in accordance with
15A NCAC 02H .0503 and provide opportunity for public hearing in accordance with 15A NCAC 02H
.0504. Any new or revised conditions shall be provided to Mr, Nelson Breeden and Waste Connections
in writing, shall be provided to the U.S. Army Corps of Engineers for reference in any Permit issued
pursuant to Section 404 of the Clean Water Act, and shall also become conditions of the 404 Permit
for the project.

Anson County Waste Management Facility
DWR Project #20191169
Individual Certification #WQC004217
Page 6 of 7
15. Upon completion of all permitted impacts included within the approval and any subsequent
modifications, the applicant shall be required to return a certificate of completion (available on the
DWR website https://edocs.deg nc,gov/Forms/Certificate -of -Completion ). [15A NCAC 02H .0502(f))
16. If the property or project is sold or transferred, the new Permittee shall be given a copy of this
Certification (and written authorization if applicable) and is responsible for complying with all
conditions, [15A NCAC 02H .0501 and .05021
17. This Certification neither grants nor affirms any property right, license, or privilege in any waters, or
any right of use in any waters. This Certification does not authorize any person to interfere with the
riparian rights, littoral rights, or water use rights of any other person and this Certification does not
create any prescriptive right or any right of priority regarding any usage of water. This Certification
shall not be interposed as a defense in any action respecting the determination of riparian or littoral
rights or other rights to water use. No consumptive user is deemed by virtue of this Certification to
possess any prescriptive or other right of priority with respect to any other consumptive user
regardless of the quantity of the withdrawal or the date on which the withdrawal was initiated or
expanded.
18. This certification grants permission to the director, an authorized representative of the Director, or
DENR staff, upon the presentation of proper credentials, to enter the property during normal business
hours. [15A NCAC 02H .0502(e))
19. Non-compliance with or violation of the conditions herein set forth by a specific project may result in
revocation of this General Certification for the project and may also result in criminal and/or civil
penalties.
20. In accordance with 143-215.85(b), the applicant shall report any petroleum spill of 25 gallons or more;
any spill regardless of amount that causes a sheen on surface waters; any petroleum spill regardless
of amount occurring within 100 feet of surface waters; and any petroleum spill less than 25 gallons
that cannot be cleaned up within 24 hours.
21. The permittee shall report to the Fayetteville Regional Office any noncompliance with this
certification, any violation of stream or wetland standards [15A NCAC 02B .02001 including but not
limited to sediment impacts, and any violation of state regulated riparian buffer rules [15A NCAC 02B
.02001. Information shall be provided orally within 24 hours (or the next business day if a weekend
or holiday) from the time the applicant became aware of the circumstances. A written submission
shall also be provided within 5 business days of the time the applicant becomes aware of the
circumstances. The written submission shall contain a description of the noncompliance, and its
causes; the period of noncompliance, including exact dates and times, if the noncompliance has not
been corrected, the anticipated time compliance is expected to continue; and steps taken or planned
to reduce, eliminate, and prevent reoccurrence of the noncompliance. The Division may waive the
written submission requirement on a case -by -case basis.

Anson County Waste Management Facility
DWR Project 420191169
Individual Certification #WQC004217
Page 7 of 7
This approval to proceed with your proposed impacts or to conduct impacts to waters as depicted in
your application shall expire upon expiration of the 404 Permit. The conditions in effect on the date of
issuance shall remain in effect for the life of the project, regardless of the expiration date of this
Certification. [15A NCAC 02H .0507(d)(2) and 15A NCAC 02H .0506]
This the 17t4 day of February 2020
Mac Haupt, Acting Supervisor
401 & Buffer Permitting Branch
PAW
WQC#004217

Compensatory Mitigation Responsibility Transfer Form
Permittee: Waste Connections, Inc., Nelson Breeden Action ID: SAW-2019-00205
Project Name: Anson County Landfill Expansion County: Anson
Instructions to Permittee: The Permittee must provide a copy of this form to the Mitigation Sponsor, either an approved
Mitigation Bank or the North Carolina Division of Mitigation Services (NCDMS), who will then sign the form to verify the
transfer of the mitigation responsibility. Once the Sponsor has signed this form, it is the Permittee's responsibility to ensure
that to the U.S. Army Corps of Engineers (USACE) Project Manager identified on page two is In receipt of a signed copy of this
form before conducting authorized impacts, unless otherwise specified below. If more than one mitigation Sponsor will be
used to provide the mitigation associated with the permit, or if the impacts and/or the mitigation will occur in more than one
8-digit Hydrologic Unit Code (HUC), multiple forms will be attached to the permit, and the separate forms for each Sponsor
and/or HUC must be provided to the appropriate mitigation Sponsors.
Instructions to Sponsor: The Sponsor must verify that the mitigation requirements (credits) shown below are available at the
identified site. By signing below, the Sponsor is accepting full responsibility for the identified mitigation, regardless of
whether or not they have received payment from the Permittee. Once the form is signed, the Sponsor must update the bank
ledger and provide a copy of the signed form and the updated bank ledgerto the Permittee, the USACE Project Manager, and
the Wilmington District Mitigation Office (see contact information on page 2). The Sponsor must also comply with all
reporting requirements established in their authorizing instrument.
Permitted Impacts and Compensatory Mitigation Requirements:
Permitted Impacts Reauirine Mitieation* 8-dieit HUC and Basin: 03040104, Yadkin River Basin
Stream Impacts (linear feet)
Wetland Impacts (acres)
Warm Cool
Cold
Riparian Riverine
Riparian Non-Riverine
Non -Riparian
Coastal
77
E0.125
*If more than one mitigation sponsor will be used for the permit, only include impacts to be mitigated by this sponsor.
Comnensatory Mitigation Requirements: 8-digit HUC and Basin: 03040104, Yadkin River Basin
Stream Mitigation (credits)
Wetland Mitigation (credits)
Warm
Cool
Cold
Riparian Riverine
Riparian Non-Riverine
Non -Riparian
Coastal
135
0.21
Mitigation Site Debited: NCDMS
(List the name of the bank to be debited. For umbrella banks, also list the specific site. For NCDMS, list NCDMS. If the NCDMS
acceptance letter identifies a specific site, also list the specific site to be debited).
Section to be completed by the Mitigation Sponsor
Statement of Mitigation Liability Acceptance: I, the undersigned, verify that I am authorized to approve mitigation
transactions for the Mitigation Sponsor shown below, and I certify that the Sponsor agrees to accept full responsibility for
providing the mitigation identified in this document (see the table above), associated with the USACE Permittee and Action
ID number shown. I also verify that released credits (and/or advance credits for NCDMS), as approved by the USACE, are
currently available at the mitigation site identified above. Further, I understand that if the Sponsor fails to provide the
required compensatory mitigation, the USACE Wilmington District Engineer may pursue measures against the Sponsor to
ensure compliance associated with the mitigation requirements.
Mitigation Sponsor Name: NCDMS
Name of Sponsor's Authorized Representative: Kelly Williams
12 May 2020
Signature of Sponsor's Authorized Representative Date of Signature

Conditions for Transfer of Compensatory Mitigation Credit:
• Once this document has been signed by the Mitigation Sponsor and the USACE is in receipt of the signed form, the
Permittee is no longer responsible for providing the mitigation identified in this farm, though the Permittee remains
responsible for any other mitigation requirements stated in the permit conditions.
• Construction within jurisdictional areas authorized by the permit identified on page one of this form can begin only after
the USACE is in receipt of a copy of this document signed by the Sponsor, confirming that the Sponsor has accepted
responsibility for providing the mitigation requirements listed herein. For authorized impacts conducted by the North
Carolina Department of Transportation (NCDOT), construction within jurisdictional areas may proceed upon permit
issuance; however, a copy of this form signed by the Sponsor must be provided to the USACE within 30 days of permit
issuance. NCDOT remains fully responsible for the mitigation until the USACE has received this form, confirming that the
Sponsor has accepted responsibility for providing the mitigation requirements listed herein.
• Signed copies of this document must be retained by the Permittee, Mitigation Sponsor, and in the USACE administrative
records for both the permit and the Bank/ILF Instrument. It is the Permittee's responsibility to ensure that the USACE
Project Manager (address below) is provided with a signed copy of this form.
• If changes are proposed to the type, amount, or location of mitigation after this form has been signed and returned to
the USACE, the Sponsor must obtain case -by -case approval from the USACE Project Manager and/or North Carolina
Interagency Review Team (NCIRT). If approved, higher mitigation ratios may be applied, as per current District guidance
and a new version of this form must be completed and included in the USACE administrative records for both the permit
and the Bank/ILF Instrument.
Comments/Additional Conditions: A letter from NCDMS, confirming their willing and able to accept the applicants
compensatory_ mitigation responsibility, dated 2/20/2020 was included with the preconstruction notification_. Waste
Connections Inc. has decided to purchase there uired stream and wetland credits utilizing a phased approach. The Corps
required Waste Connection, Inc. to purchase 2,060 linear feet of stream credits and 0.21 acre of wetland credits through
the In -Lieu Fee Program. Waste Connections, Inc. proposes to purchase 135 linear feet of stream and 0.21 acre of wetland
credits in 2020 and purchase the remaining 1,925 linear feet of stream credits in 2024. Waste Connections, Inc. reserves the
right to purchase the remaining stream credits prior to 2024.
This form is not valid unless signed below by the USACE Project Manager and by the Mitigation Sponsor on Page 1. Once
signed, the Sponsor should provide copies of this form along with an updated bank ledger to:1) the Permittee, 2) the USACE
Project Manager at the address below, and 3) the Wilmington District Mitigation Office, Attn: Todd Tugwell, 11405 Falls
of Neuse Road, Wake Forest, NC27587 (email: [e-mail]). Questions regarding this form or any of the
permit conditions may be directed to the USACE Project Manager below.
USACE Project Manager: Bryan Roden -Reynolds
USACE Field Office: Asheville Regulatory Office
US Army Corps of Engineers
151 Patton Avenue, Room 208
Asheville, North Carolina 28801
Email: [e-mail],mil
RODEN Digitally signed by RODEN
REYNOLDS.BRYAN,KENNETH,126338 REYNOLDS.BRYANXENNETH.1263385574
5574 Date: 2020,03.31 16:27:50-04'00'
USACE Project Manager Signature
3/31/2020
Date of Signature
Current Wilmington District mitigation guidance, including information on mitigation ratios, functional assessments, and
mitigation bank location and availability, and credit classifications (including stream temperature and wetland groupings) is
available at http://ribits.usace.army.miI

ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
T1M BAUMGARTNER
Director
Nelson Breeden
Waste Connections
265 Brookview Centre Way; Ste 205
Knoxville,TN 37919
VATS w
nuR tip
�6
HlrtP
NORTH CAROLINA
Environmental Quality
RECEIPT
May 12, 2020
Project: Anson Waste Management Facility Phase 1
County: Anson
401 permit#: 2019-1169
404 permit#: 2019-00205
DMS ID#: MR-07316
Amount Paid: $81,940.29
Check Number: 2726532
The NCDEQ Division of Mitigation Services (DMS) has received a check as indicated above as payment for the
compensatory mitigation requirements of the 401 Water Quality Certification/Section 404 Permit(s) issued for
the above-reforenced project. This receipt serves as notification that your compensatory mitigation
requirements assigned to DMS associated with the authorized activity as specified below have been satisfied.
You must also comply with all other conditions of this certification and any other state, federal or local
government permits or authorization associated with this activity including G.S. § 143-214.11.
The DMS, by acceptance of this payment, acknowledges that the Division is responsible for the
compensatory mitigation requirements indicated below associated with the project permit and agrees to
provide the compensatory mitigation as specified in the permit. Mitigation responsibility assigned to the DMS
is nontransferable. The mitigation will be performed in accordance with the In -Lieu Fee Program instrument
dated July 28, 2010.
Mitigation Location
Mitigation Type
Credits
Yadkin 03040104
Warm Stream
135
Yadkin 03040104
Riparian Wetland
0.21
Refunds of payments made to NCDMS are only approved under certain conditions. All refund requests must
be submitted in accordance with the Division's refund policy. If you have any questions or need additional
information, please contact Kelly Williams at [phone].
Sincerely,
V �LZ4A/Yttaa
FOR Tim Baumgartner
Director
cc: Todd Tugwell, USACE - Raleigh; David Shaeffer, USACE
Gregg Antemann, agent
noarHcnwxw R E Q
P[p�nmme N Emkomxnw W ��
North Carolina Department of Environmental Quality I Division of Mitigation Services
217 w. Janes Street 11657 Mail Service Center I Raleigh, North Carolina 27699-1652
919.707,8976

ROY COOPER
Governof
MICHAEL S. REGAN
Secretary
LINDA CULPEPPER
blra, hu
Waste Connections
Attn: Mr. Nelson Breeden
265 Brookview Centre Way
Suite 205
Knoxville, TN 37919
NORTH CAROLINA
Envirortmenral Quality
April 28, 2020
DWR # 20191169
Anson County
Subject: Approval of Individual 401 Water quality Certification with Additional Conditions
Anson County Waste Management Facility
USACE Action ID. No. SAW-2018-0053
Dear Mr. Breeden:
Attached hereto is a copy of Certification No. WQC004217 issued to Mr. Nelson Breeden and Waste
Connections, dated April 28, 2020, This Certification replaces the Certification issued on February 17,
2020 and is being reissued to acknowledge changes to the mitigation plan. Please note that you should
get any other federal, state or local permits before proceeding with the subject project, including those
required by (but not limited to) Sediment and Erosion Control, Non -Discharge, and Water Supply
Watershed regulations.
This approval and its conditions are final and binding untess contested. This Certification can be
contested as provided in Articles 3 and 4 of General Statute 150E by filing a written petition for an
administrative hearing to the Office of Administrative Hearings (hereby known as OAH) within sixty (60)
calendar days.
A petition form may be obtained from the OAH at httra://www.iicoah.com/ or by calling the OAH Clerk's
Office at [phone] for information. A petition is considered filed when the original and one (1)
copy along with any applicable OAH filing fee is received in the OAH during normal office hours (Monday
through Friday between 8:00am and 5:00pm, excluding official state holidays).
The petition may be faxed to the OAH at [phone], provided the original and one copy of the
petition along with any applicable OAH filing fee is received by the OAH within five (5) business days
fallowing the faxed transmission.
Mailing address for the OAH:
North Camima ❑apartment of F nvlmnmrnra! Quapty I Division of Water Resources
D E 512 North SaIts bury Strert I W7 Ma11 Service Center I Raieigh. North Carolina 27t,9n-1b17
4147074000

Anson County Waste Management Facility
DWR Project #20191169
Individual Certification #WQC004217
Page 2 of 8
If sending via US Postal Service: If sending via delivery service (UPS, FedEx, etc):
Office of Administrative Hearings Office of Administrative Hearings
6714 Mail Service Center 1711 New Hope Church Road
Raleigh, NC 27699-6714 Raleigh, INC 27609-6285
One (1) copy of the petition must also be served to DEQ:
William F. Lane, General Counsel
Department of Environmental Quality
1601 Mail Service Center
Raleigh, INC 27699-1601
Unless such a petition is filed, this Certification shall be final and binding.
This certification completes the review of the Division under sections 401 of the Clean Water Act and 15A
NCAC 02H .0500. Contact Paul Wojoski at 919-707-3631 or [e-mail] if you have any
questions or concerns.
Sincerely,
Docusigned by:
Lawn Wo,,or-
S49D910A53EF4E0...
Paul Wojoski, Supervisor
401 & Buffer Permitting Branch
cc: Dan Zurlo, Christine Geist, Carolina Wetland Services, Inc. (via email)
Bryan Roden -Reynolds, USACE Charlotte Regulatory Field Office (via email)
Todd Bowers, EPA, (via email)
Olivia Munzer, NC WRC tvia email)
DWR 401 & Buffer Permitting Branch file
Filename: 20191169AnsonCountyWasteManagementFacility(Anson)_401_IC_Re-issue

Anson County Waste Management Facility
DWR Project #20191169
Individual Certification #WQC004217
Page 3 of 8
NORTH CAROLINA 401 WATER QUALITY CERTIFICATION
CERTIFICATION #WQC004217 is issued in conformity with the requirements of Section 401, Public Laws
92-500 and 95-217 of the United States and subject to North Carolina's Regulations in 15 NCAC 02H .0500,
to Mr. Nelson Breeden and Waste Connections who have authorization for the impacts listed below, as
described within your application received by the N.C. Division of Water Resources (Division) on August
30, 2019 and subsequent information on January 24, 2020, and by Public Notice issued by the U. S. Army
Corps of Engineers and received by the Division on October 9, 2019.
The State of North Carolina certifies that this activity will not violate the applicable portions of Sections
301, 302, 303, 306, 307 of the Public Laws 92-500 and PL 95-217 if conducted in accordance with the
application, the supporting documentation, and conditions hereinafter set forth.
This approval requires you to follow the conditions listed in the certification below.
Conditions of Certification:
1. The following impacts are hereby approved. No other impacts are approved, including incidental
impacts. [15A NCAC 02H .0506(b) and/or (c)] and 15A NCAC 02B .0250(8)]
Type of Impact
Amount Approved
(units) Permanent
Amount Approved (units)
Temporary
Wetland
W1— Fill
0.095 (acres)
0.0 (acres)
W2 — Fill
0.030 (acres)
0.0 (acres)
Stream
S1— Fill (Stream A - Intermittent)
436 (linear feet)
0 (linear feet)
S2 — Fill (Stream A - Perennial)
664 (linear feet)
0 (linear feet)
S3 — Fill (Stream E - Intermittent)
41 (linear feet)
0 (linear feet)
S4 — Fill (Stream DSD - Intermittent)
36 (linear feet)
0 (linear feet)
Total
1,177 (linear feet)
0 (linear feet)
2. Mitigation must be provided for the proposed impacts as specified in the table below. [15A NCAC
02H .0506 (b)(6)]:
Compensatory Mitigation
Required
River & Sub -basin Number
Stream
1,177 (linear feet)
Yadkin 03040104

Anson County Waste Management Facility
DWR Project #20191169
Individual Certification #WQC004217
Page 4 of 8
PLEASE NOTE: The Division has agreed to allow the permittee(s) to pay their stream mitigation fees as
each phase of the project's construction and the associated impacts, are imminent (Phases are as
indicated on the "Anson County Landfill — Phase 5, Overall Site Plan, Sheet C100", dated August 2019 and
submitted as part of the Standard Permit Application package dated August 22, 2019)
The Division has received an acceptance letter from the Division of Mitigation Services (DMS). Until
DMS receives and clears your payment for a specific phase, and proof of payment has been provided to
this Office, no impacts specified in this Authorization Certificate shall occur. For accounting purposes,
this Authorization Certificate authorizes payment to DMS to meet the following
compensatory mitigation requirement:
Type of Impact
Compensatory
River and Sub -
Mitigation Required
basin Number
Phase 1 Mitigation (Construction Phase 4 and Partial Phase 5) Anticipated 2020
Warm Steam
77 (linear feet)
Yadkin 03040104
Impact to S3 — 41 LF
Impact to S4 — 36 LF
Phase 2 Mitigation (Construction Phase 5) Anticipated Spring 2024
Warm Steam
1,100 (linear feet)
Yadkin 03040104
Impact to S1— 436 LF
Impact to S2 — 664 LF
TOTAL
1,177 (linear feet)
Yadkin 03040104
3. The owner and/or authorized agent shall conduct a survey of the Perennial portion of "Stream A"
for the state threatened Creeper (Strophitus undulates), rare eastern creekshell (Villosa delumbis)
and Chameleon lampmussel (Lampsilis sp 2) a minimum of 30 days prior to the commencement of
Phase 5 construction activities. The survey shall be conducted by an individual permitted by the
North Carolina Wildlife Resources Commission (NCWRC). For a list of individuals permitted to
conduct mussel surveys, please contact Olivia Munzer with NCWRC at 919-707-0364 or
[e-mail]. If individuals of the above listed species are identified in the project
area, a plan to alleviate impacts must be provided to and approved by the NCWRC in writing and

Anson County Waste Management Facility
DWR Project #20191169
Individual Certification #WQC004217
Page 5 of 8
forwarded to the Division prior to impacts specified in this Authorization Certificate occur. [15A
NCAC 02H .0506 (b)(2)]
4. Prior to any modifications of this certification for impacts from future units/cells, the applicant shall
reevaluate alternatives in order to adequately document avoidance and minimization at that time.
[15A NCAC 02H .0501 and 0502]
5. A copy of the surface water monitoring plan, as approved by the Division of Solid Waste shall be
submitted to the Division for each future phase of the Anson County Waste Management Facility. Any
future modifications to the approved surface water monitoring plans shall be submitted to the
Division for the life of the landfill. Additional monitoring requirements may be added by the Division
upon review of the surface water monitoring plan approved by the Division of Solid Waste. [15A NCAC
02H .0506(b)(5)]
6. No waste, spills, solids or fill of any kind shall occur in wetlands or waters beyond the footprint of the
impacts (including temporary impacts) as authorized under this certification. [15A NACA 02H .0501
and .0502]
7. All construction activities shall be performed and maintained in full compliance with G. S. Chapter
113A Article 4 (Sediment and Pollution Control Act of 1973).
8. Sediment and erosion control measures shall not be placed in wetlands or waters except within the
footprint of temporary or permanent impacts authorized under this Certification. [ 15A NCAC 02H
.0501 and .0502]
9. An NPDES Construction Stormwater Permit ( NCGO10000) is required for construction projects that
disturb one ( 1) or more acres of land. The NCGO10000 Permit allows stormwater to be discharged
during land disturbing construction activities as stipulated in the conditions of the permit. If the
project is covered by this permit, full compliance with permit conditions including the erosion &
sedimentation control plan, inspections and maintenance, self -monitoring, record keeping and
reporting requirements is required. [ 15A NCAC 02H .0506(b)(5) and (c)(5)]
10. No temporary impacts are allowed beyond those included in this Certification. [15A NCAC 02H
.0506(b)(2) and (c)(2)]
11. This approval is for the purpose and design described in your application and as described in the Public
Notice. The plans and specifications for this project are incorporated by reference and are an
enforceable part of the Certification. Any modifications to the project require notification to DWR and
may require an application submittal to DWR with the appropriate fee. [15A NCAC 02H .0501 and
.0502]

Anson County Waste Management Facility
DWR Project #20191169
Individual Certification #WQC004217
Page 6 of 8
12. Appropriate measures should be installed prior to any land clearing activities to protect waters and
wetlands from turbidity and/ or sedimentation. These measures should be routinely inspected and
properly maintained, and excavated materials should be contained outside the wetland boundary.
Excessive silt and sediment loads can have numerous detrimental effects on aquatic resources
including destruction of spawning habitat, suffocation of eggs, and clogging of gills of aquatic species.
[15A NCAC 02H .0506 (b)(3) and (c)(3)]
13. This Certification does not relieve the applicant of the responsibility to obtain all other required
Federal, State, or Local approvals before proceeding with the project, including those required by, but
not limited to Sediment and Erosion Control, Non -Discharge, Water Supply Watershed, and Trout
Buffer regulations.
14. Mr. Nelson Breeden and Waste Connections shall conduct activities in a manner consistent with State
water quality standards (including any requirements resulting from compliance with section 303(d) of
the Clean Water Act) and any other appropriate requirements of State and Federal law. [15A NCAC
02B .0200] If the Division determines that such standards or laws are not being met (including the
failure to sustain a designated or achieved use) or that State or federal law is being violated, or that
further conditions are necessary to assure compliance, the Division may reevaluate and modify this
Certification. Before modifying the Certification, the Division shall notify Mr. Nelson Breeden and
Waste Connections and the U.S. Army Corps of Engineers, provide public notice in accordance with
15A NCAC 02H .0503 and provide opportunity for public hearing in accordance with 15A NCAC 02H
.0504. Any new or revised conditions shall be provided to Mr. Nelson Breeden and Waste Connections
in writing, shall be provided to the U.S. Army Corps of Engineers for reference in any Permit issued
pursuant to Section 404 of the Clean Water Act, and shall also become conditions of the 404 Permit
for the project.
15. Upon completion of all permitted impacts included within the approval and any subsequent
modifications, the applicant shall be required to return a certificate of completion (available on the
DWR website https://edocs.deg.nc.gov/Forms/Certificate-of-Completion ). [15A NCAC 02H .0502(f)]
16. If the property or project is sold or transferred, the new Permittee shall be given a copy of this
Certification (and written authorization if applicable) and is responsible for complying with all
conditions. [15A NCAC 02H .0501 and .0502]
17. This Certification neither grants nor affirms any property right, license, or privilege in any waters, or
any right of use in any waters. This Certification does not authorize any person to interfere with the
riparian rights, littoral rights, or water use rights of any other person and this Certification does not
create any prescriptive right or any right of priority regarding any usage of water. This Certification
shall not be interposed as a defense in any action respecting the determination of riparian or littoral
rights or other rights to water use. No consumptive user is deemed by virtue of this Certification to
possess any prescriptive or other right of priority with respect to any other consumptive user
regardless of the quantity of the withdrawal or the date on which the withdrawal was initiated or
expanded.

Anson County Waste Management Facility
DWR Project #20191169
Individual Certification #WQC004217
Page 7 of 8
18. This certification grants permission to the director, an authorized representative of the Director, or
DENR staff, upon the presentation of proper credentials, to enter the property during normal business
hours. [15A NCAC 02H .0502(e)]
19. Non-compliance with or violation of the conditions herein set forth by a specific project may result in
revocation of this General Certification for the project and may also result in criminal and/or civil
penalties.
20. In accordance with 143-215.85(b), the applicant shall report any petroleum spill of 25 gallons or more;
any spill regardless of amount that causes a sheen on surface waters; any petroleum spill regardless
of amount occurring within 100 feet of surface waters; and any petroleum spill less than 25 gallons
that cannot be cleaned up within 24 hours.
21. The permittee shall report to the Fayetteville Regional Office any noncompliance with this
certification, any violation of stream or wetland standards [15A NCAC 02B .0200] including but not
limited to sediment impacts, and any violation of state regulated riparian buffer rules [15A NCAC 02B
.02001. Information shall be provided orally within 24 hours (or the next business day if a weekend
or holiday) from the time the applicant became aware of the circumstances. A written submission
shall also be provided within 5 business days of the time the applicant becomes aware of the
circumstances. The written submission shall contain a description of the noncompliance, and its
causes; the period of noncompliance, including exact dates and times, if the noncompliance has not
been corrected, the anticipated time compliance is expected to continue; and steps taken or planned
to reduce, eliminate, and prevent reoccurrence of the noncompliance. The Division may waive the
written submission requirement on a case -by -case basis.

Anson County Waste Management Facility
DWR Project #20191169
Individual Certification #WQCOO4217
Page 8 of 8
This approval to proceed with your proposed impacts or to conduct impacts to waters as depicted in
your application shall expire upon expiration of the 404 Permit. The conditions in effect on the date of
issuance shall remain in effect for the life of the project, regardless of the expiration date of this
Certification. [15A NCAC O2H .O5O7(d)(2) and 15A NCAC O2H .05061
This the 28th day of April 2020
DocuSigned by:
949D91 BA53EF4E0...
Paul Wojoski, Supervisor
401 & Buffer Permitting Branch
PAW
W QC#004217