0105_CobleC&DLF_Response_to_3rdcomment_FID1378626_20191210

From:Kemppinen, Hannu
To:Chao, Ming-tai
Cc:Deanna Martin ([e-mail]); Davis, Amy; Hofmeister, Mike; Joyce, Leonard
Subject:[External] 0105-CDLF-1998_20191210
Date:Tuesday, December 10, 2019 10:56:49 AM
Attachments:image001.pngCoble CDLF 01_05 RTC #3 _1209_st.pdf
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Dear Ming,

On behalf of Coble’s CD landfill Labella is submitting the attached document for responses to
the Section comments dated November 1, 2019 (FID1357327).
This submittal includes the responses to comments letter with pertinent attachments. Following
your review, if you require further clarification, we are available to help and please feel free to
contact us.

Hannu Kemppinen, PG
LaBella Associates | Senior Project Manager
336-790-2252 direct
336-323-0092 office
336-209-7156 mobile
2211 West Meadowview Road, Suite 101
Greensboro, NC 27407
labellapc.com | Your Joyce Engineering Team Under a New Name 

December 9, 2019
Mr. Ming-Tai Chao, P.E.
Environmental Engineer
Permitting Branch, Solid Waste Section
Division of Waste Management
217 West Jones Street
Raleigh, NC 27603

RE: Coble’s Construction and Demolition Debris Landfill (C&DLF)
Alamance County, Permit No. 0105-CDLF-1998, File ID No. (FID) 1321354
Response to November 1, 2019 Review Comments
Life-of-Site Permit Application, Permit to Construction Application for Phase 3B, and
continued operation of Phases 1, 2, & 3A

Dear Ming:

LaBella Associates (LaBella) submitted on August 29, 2019 a permit application on behalf of
Coble’s C&DLF (FID 1320279) to the Solid Waste Section (SWS), Division of Waste Management
(DWM) for Life-of-Site permit for construction of Phase 3B and for continued operations of Phases 1,
2, & 3A of the Coble’s C&DLF. After a review of the permit application, the SWS informed the Cobles
via e-mail message dated November 1, 2019 (FID 1357327) with comments listed below. SWS
comments are repeated as they appeared on the November 1, 2019 email, and our responses to the
comments are in bold font for clarity and ease of reading.

1. The additional comment on 10/15/2019 Response No. 2. There are two LCIDLF units
shown on Drawing No. EP-01 in the Permit Application dated August 23, 29 and received by
the SWS on August 29, 2019 (FID 1357327), and there are no notes on EP-01 to indicate
which LCIDLF is ALAMA-2002-028 and which one was mined for the past several years
described in the permit application. The permit application should provide the following info:
i. On Drawing No. EP-01, note which LCIDLF unit is ALAMA-2002-028 and the
notification or permit number of the second LCIDLF unit.

Drawing EP-01 has been edited to indicate LCID units.

ii. For the LCIDLF unit which permit number was unbeknown previously, the Facility Plan
should provide the landfill status, the waste footprint, the permit or notification
number. If this landfill unit is located future Phase 4 area and was previously mined
for soil and woody material for permitted use, what the status of the landfill – not just
said “the LCID IS CLOSED.” Is there a big hole left in the ground? How the site is
restored?

Facility Plan has been edited to include Section 5 (Closed LCID Landfills) that
addresses the requested information.

2
2. The additional comment on 10/15/2019 Response No. 3ii. The SWS requires the
demonstration by a model, acknowledged by the waste industries such as HELP Model or an
equivalent one, that the proposed alternative final cover system can substantially reduce the
amount of infiltration than that from the prescribed final cover system. The amount of
leachates generated from the prescribed cover system and the alternative cover system
should be calculated by the model and represented in the application.

The HELP model was used to estimate the expected infiltration through both the standard
and alternate cap systems. The modeled peak daily percolation through the bottom of the
intermediate cover layer in the standard soil and alternate cap systems was 5,213 CF and
3.67 CF per acre, respectively. This suggests that the alternate cap system would provide
equal or significantly improved reduction in infiltration relative to the standard soil cap.
Sections of the output reports showing model inputs and results are attached for reference.
3. (Closure Plan) Regarding the closure cost estimates for the alternative cover system, please
address the following concerns:

i. Please add the costs for material and installation of the specified geosynthetic
drainage composite material or the drainage tube.

The installed cost of the drainage geosynthetics material has been added to the cost
estimate.

ii. The unit cost for GCL (material & installation) is lower than two others recently
closure projects in the nearby counties in NC - Davidson County CDLF and Granville
County CDLF. Please clarify why the lower price is acceptable.

The unit cost per square foot of GCL has been updated to reflect costs from
construction projects in North Carolina within the last two years ($0.55/SF).

4. CQA Plan and Specifications
i. The specifications for survey & project record document and erosion and sediment
control are not available (See 09/10/2019 Comment No. 6.i) in the new
submittal. In a minimum the specification for survey & project record document
should include the credential/registration of surveyor, the survey methods (chess-
grid pattern, topo variations, & accuracy to confirm the specified thickness of each
component of the final cover system – top surfaces of subgrade/ wastes,
intermediate layer, CCL, and the final grade, and as-built / record drawing format,
preparations, and final submittal.

Technical Specification Sections 01568 - Erosion and Sediment Control and 01720 -
Project Record Documents, which contain the requested information, have been
included.
ii. (Section 02100 – Site Preparation & Restoration - Part 3.05D) Regarding the open
burning of land clearing debris generated on-site for a site construction, in addition to
being approved by local ordinance and the fire marshal, the open burning at the
landfill must also follow the requirements in Rule 15A NCAC 13B .0542(i)(2).

3

Reference to Rule 15A NCAC 13B .0542(i)(2) and associated requirements have
been included in this section.

iii. (Section 02224 – Intermediate Soil Layer, Part 2)

a. According to Table 1 of the CQA plan, the soil layer shall have the minimum shear
strength, in term of the friction angle of 26 degrees. Please add this passing
criterium to this section.

In an effort to comply with your September 12, 2019 comment #6, a technical
specification for an Intermediate Soil Layer was included as requested. This
specification has apparently been mistakenly assumed to represent the 12”
intermediate cover soil layer that is placed as part of facility operations and
composed of non-spec earthen materials. Six inches is placed at least weekly
with an additional six inches placed by the facility when final elevations have
been reached.

The Intermediate Soil Layer specification, as submitted, does not apply to this
project and therefore has been removed, along with all references, from these
permit documents.

The GCL layer, if used, will intimately contact the intermediate soil layer;
therefore, the maximum soil grain size of the intermediate soil layer must be
specified to prevent the GCL from puncture damage (See Part 3.03B of Section
13315-6). The earthen material used for this layer must be tested. Please
specify the testing method, frequency and passing criterium in this section and
the Table 1 of the CQA plan should be revised accordingly.
The maximum particle size for the rolled surface of the underlying intermediate
cover soil has been added to Part 3.03B of Section 13315.
iv. (Section 02224 –Soil Protective Layer, Part 2)
a. According to Table 1 of the CQA plan, the soil layer shall have the minimum shear
strength, in term of the friction angle of 26 degrees. Please add this passing
criterium to this section.

The required internal friction angle value (26 degrees) has been added to this
section.
b. The geocomposite drainage material (GD), if used, will intimately contact the soil
protective layer; therefore, the grain size of earthen material/vegetative support
layer (matching AOS of GD) must be specified to prevent the GD from clogging.
The earthen material used for this layer must be tested. Please specify the
testing method, frequency and passing criterium in this section and Table 1 of
the CQA plan should be revised accordingly.

4
The required grain size, testing frequency, and test method(s) has been added to
this section. The test method(s) and testing frequency is included in Table 1 of
the CQA Plan.
Please note that the requested test method and frequency are included in Table
1 of the CQA Plan.
v. (Section 02229 – Low-Permeability Soil Layer)
a. (Part 3.01H.) Please specify the acceptable moisture content range, said +/- 2%
of the optimum moisture content according to ASTM D698.

The suggested moisture content range has been added to this section.

b. (Part 3.05D) The specified test by ASTM D 1140 does not include in Table 1 of
the CQA Plan. Please add the testing item & frequency to Table 1.

ASTM D 1140 has been added to Table 1 of the CQA plan to be performed in
conjunction with ASTM D422.

vi. (Section 13302 – Geocomposite)
a. (Part 3.02) Please specify the orientation of a geocomposite deployed on sloped
areas, as needed.

A description of the required orientation of deployed geocomposite has been
added to Part 3.02 of this section.
vii. (Section 13315 – GCL)
a. (Part 1.04 – Submittals) Should the material be warranted by the manufacturer
for a period of time, said 5 years?

Language requiring a 1-year warranty for manufacturer and installation defects
has been added to this section. Due to the properties of GCL and exposure to
moisture after installation, a five year warranty may not be considered feasible.

b. (Part 2.02 – Material) Please specify which selected GCL is reinforced GCL to be
used on 3 to 1 side-slope areas and which one is non-reinforced GCL for the
deck/flat areas.

For this closure application, only reinforced GCL products have been listed in this
section. A description has been provided to clarify that they are reinforced GCL
products.

c. (Part 3.03 - Earthwork) Please specify the maximum grain/particle size that the
subgrade/ earthen material shall contain.

A maximum particle size for the rolled surface of the underlying soil layer has
been added to this section.

5
d. (Part 3.04 – GCL Placement) For a GCL has woven and non-woven sides, please
specify which side shall directly contact geocomposite drainage material/ drain-
tube drainage geocomposite.

A requirement that both sides of the GCL product be non-woven geotextile has
been added to Part 2.02 of this section.

e. (Part 3.05 – Anchorage) The anchor trench must be in dry condition before GCL
installation and shall be maintained in dry condition prior to backfilling soil.
Please add this requirement to the specification.

These requirements have been added to this section.

f. (Part 3.09 – Cover Placement) This Part shall specify the deployment
requirements of both geosynthetic drainage material and soil layer over the in-
place GCL.

Deployment requirements for both the geosynthetic drainage material and
overlying soil cover have been added to this section. Please note that the soil
layer will not be placed directly over the GCL but instead on the geosynthetic
drainage material overlying the GCL.

While it is preferred to avoid repeating information in an effort to reduce inconsistency between
documents when revisions occur, information has been included where requested to facilitate
review.
The facility has been proceeding with partial closure of Phase 3A since 2014 (approximately 4.8
acres of the permitted 6.3 acres) in accordance with the previously approved permit. LaBella is
currently preparing the partial closure report for submittal to the Solid Waste Section. This
information has been included in the Closure/Post-Closure Plan with this submittal.
If you have any questions, please do not hesitate to call me at 336-790-2252 or email at
[e-mail].
Respectfully submitted,

LaBella Associates

Hannu Kemppinen
Sr. Project Consultant
57057
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50' STREAM BUFFER
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DWELLING
PRIVATE
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PHASE 1
(7.0 AC)
PHASE 2B
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PHASE 2A
(1.1 AC)
WASTE LIMITS
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BUFFER
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50'
STREAM
BUFFER
100 YEAR FLOOD
PLAIN LIMITS
PHASE 3A
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SCALE HOUSE
ABANDONED
RESIDENCE 640640
650
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610SURVEY WITHIN BOUNDARY DATED
MAY 22,2019. SURVEY OUTSIDE
BOUNDARY DATED JANUARY 24, 2005
569.37
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P-25
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MW-10D
MW-8
PZ-19S
PZ-19D
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MW-2
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APPROXIMATE LIMITS OF
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APPROXIMATE LIMITS OF
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CLOSED LCID
DISPOSAL AREA
PERMIT NO.01-05
CLOSED LCID
DISPOSAL AREA
PERMIT NO.
ALAMA-2002-028
PHASE 4
(8.2 AC)
0
(FEET)
GRAPHIC SCALE
600300150
Revisions
NO:DATE:DESCRIPTION:
1 08/27/19 PERMIT RENEWAL RTC
2 12/9/19 RESPONSE DEQ COMMENTS RECIEVED 11/1/19
EP-01
ENGINEERING PLAN:
EXISTING CONDITIONS
RH
HK
DRAWING NAME:6/3/2010 8:47:56 AMDRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
© 2019 LaBella Associates
1604 Ownby Lane
Richmond, VA 23220
804-355-4520
labellapc.com
Coble's Sandrock Inc.
Alamance County, North Carolina
2191087.00
PERMIT RENEWAL
08/27/2007
L:\Coble Sandrock\dwg\2019 RENEWAL\Engineering Plan\Plot Sheets\e_EP-01- EXIST COND RTC 12_19.dwg Layout=Layout1NOT F
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Prepared For:
COBLE’S SANDROCK, INC.
5833 FOSTER STORE ROAD
LIBERTY, NORTH CAROLINA 27298
Submitted By:
LaBella Associates
2211 West Meadowview Rd.
Suite 101
Greensboro, NC 27407
336-323-0092
NC License No. C-0430
CLOSURE & POST-CLOSURE CARE PLAN
COBLE’S SANDROCK
CONSTRUCTION & DEMOLITION DEBRIS LANDFILL
PERMIT NO. 01-05
august 2019, Rev. December 2019
Project no. 2191087
V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 1 August 2019
Coble’s Sandrock, North Carolina Rev. December 2019
Contents

CLOSURE & POST-CLOSURE CARE PLAN ................................................................................................................... 2
CLOSURE ...................................................................................................................................................................... 2
1. Description of Cap System: ............................................................................................................................ 2
2. Closure Area .................................................................................................................................................... 2
3. Waste Inventory .............................................................................................................................................. 3
4. Schedule ......................................................................................................................................................... 3
5. Cost Estimate for Closure .............................................................................................................................. 4
6. Closure Certification ....................................................................................................................................... 5
7. Deed Recordation ........................................................................................................................................... 5
POST CLOSURE ........................................................................................................................................................ 5
1. Contact ............................................................................................................................................................ 6
2. Security ........................................................................................................................................................... 6
3. Post-Closure Maintenance ............................................................................................................................. 6
4. Inspection Plan ............................................................................................................................................... 7
5. Post-Closure Land Use ................................................................................................................................... 8
6. Post-Closure Cost Estimate ............................................................................................................................ 8

APPENDICES
APPENDIX A GROUNDWATER MONITORING WELL MAINTENANCE RECORD
APPENDIX B POST-CLOSURE INSPECTION RECORD
APPENDIX C METHANE MONITORNG TEST RECORD
V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 2 August 2019
Coble’s Sandrock, North Carolina Rev. December 2019
CLOSURE & POST-CLOSURE CARE PLAN

CLOSURE

1. Description of Cap System:
The cap system to be used is designed to minimize infiltration and erosion. The cap system
will consist of:
 A low-permeability infiltration layer of at least 18 inches with a permeability not
greater than 1.0 x 10-5 cm/sec; or geosynthetic clay liner (GCL);
 A protective soil layer that contains a minimum of 18 inches of earthen material that
is capable of sustaining native plant growth.

Construction of the cap system will conform to the plans prepared in accordance with Rule
.0540 of this Section and the following requirements:
(A) post-settlement surface slopes will be a minimum of five percent and a
maximum of 33 percent; and
(B) a gas venting or collection system will be installed below the low-
permeability barrier to minimize pressures exerted on the barrier.

The construction of the closure cap will be in accordance with the Volume 2 Application for
Permit to Construct Phase 3 and the specifications provided in Appendix IV. The Application
to Construct Phase 3 was approved by the SWS on 2/19/2009.

Procedures for Cap Installation
The construction of the cap will be in accordance with the specifications provided in
Appendix IV of the permit application.

2. Closure Area

Phase 3A and east slopes of Phase 1 and 2A/B are active for landfill operations. Portions of
3A have been closed, but not been reported to the SWS and thus their status is considered
not closed. Actual landfill closure applies to the Phases 1 and 2A/B piggyback and 3A
areas. Phase 3B is under construction permitted for 5.8 acres and after issue of permit to
operate (PTO) its area will be added to the total of closure requirement.

C&D LF Closure area summary

Phase Permitted Closed Open
1 6.5 4.2 2.3
2A 0.9 0.9 0
2B 4.6 3.9 0.7
3A 6.3 0 6.3
1-3A 18.3 9 9.3

V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 3 August 2019
Coble’s Sandrock, North Carolina Rev. December 2019
The facility has been proceeding with partial closure of Phase 3A since 2014 (approximately
4.8 acres of the permitted 6.3 acres) in accordance with the previously approved
permit. LaBella is currently preparing the partial closure report for submittal to the Solid
Waste Section.

3. Waste Inventory

As of August 2018 annual facility reporting, the cumulative tonnage received and landfilled
since the beginning of operations (1999) was 690,250 tons. At an average density of 1050
pounds/cubic yard, this equates to approximately 1,075,951 cubic yards of consumed
airspace.

4. Schedule

As of this permit renewal, using the historical average, the remaining capacity calculates one
year of life in the permitted Phases 1-3A. For Phase 3B, the projected operating life is
approximately in 7 years as noted in the Facility Plan. Thus, closure of the Phases 3A and 3B
is not anticipated until 2026, assuming waste disposal in Phase 3 A & B continues at the
current historic rate of annual tonnage. Prior to beginning final closure, Coble’s Sandrock
must notify the Division that a Notice of Intent to close the facility has been placed in the
operating record.

Phases 4 through 8 approved for future development require submittals of PTC/PTO
applications.

The permitted C&DLF gross capacity of Phases 1-8 is 6,935,903 cy. As of August 2018 the
estimated consumed air space is 1,075,951 cy. The remaining balance leaves 5,859,952
cy for waste and weekly cover and final cap.

Closure activities are proposed to begin within 30 days of final receipt of waste.
Construction of the closure cap is to be completed within 180 days following the initiation of
closure activities. The total length of the proposed closure period is 210 days following the
final receipt of waste.

Proposed Closure Milestones and Schedule
Milestone Proposed Schedule from the Date
of Final Receipt of Waste Testing of borrow sources Within 6 months prior to closure Grading of intermediate cover Within 30 to 60 days Placement of soil cap 30 to 150 days Final inspection of cap by P.E. 150 to 180 days Construction of stormwater controls 90 to 180 days Seeding and mulching 150 to 180 days
V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 4 August 2019
Coble’s Sandrock, North Carolina Rev. December 2019
Milestone Proposed Schedule from the Date
of Final Receipt of Waste
Preparation of survey plat 180 to 210 days Submittal of closure certification 180 to 210 days

5. Cost Estimate for Closure

Closure Cost Estimate for 9.3 Acres
SOIL CAP OPTION
Permit renewal 2019
Open Area December 2019 9.3 AC
Areas 1, 2A/B and 3A 2019 FA

COMPONENT Qty UNITS UNIT COST ($) TOTAL ($)
Mobilization EA $ 5,270 $ 5,270
18" Clay (10E-5 cm/sec) 22,506 CY $ 6 $ 135,036
18" Field & Lab testing AC $ 2,418 $ 22,488
18" Vegetative Soil 22,506 CY $ 4 $ 90,023.81
Seeding/Revegetation AC $ 1,581 $ 14,703
Gas Vent Installation 1/ac 10 EA $ 5,500 $ 55,000
E&S/Stormwater BMPs EA $ 85,000 $ 85,000
Survey EA $ 1,581 $ 14,703
Subtotal: $ 422,224
Engineering/CQA (~5%) $ 21,111
Contingency (~5%) $ 21,111
TOTAL $ 464,446

GCL CAP OPTION
Permit renewal 2019
Open Area December 2019 9.3 AC
Areas 1, 2A/B and 3A 2019 FA

COMPONENT Qty UNITS UNIT COST ($) TOTAL ($)
Mobilization EA $5,270 $5,270
GCL Bentomat-ST 405,108 SF $0.55 $222,809
Drainage Geosynthetic 405,108 SF $0.60 $243,065
18" Field & Lab testing AC $ -
18" Vegetative Soil 22,506 CY $4 $90,024
Seeding/Revegetation AC $1,581 $14,703
Gas Vent Installation 1/ac 10 EA $5,500 $55,000
E&S/Stormwater BMPs EA $85,000 $85,000
V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 5 August 2019
Coble’s Sandrock, North Carolina Rev. December 2019
Survey EA $1,581 $14,703
Subtotal: $730,574
Engineering/CQA (~5%) $36,529
Contingency (~5%) $36,529
TOTAL $803,63
2

6. Closure Certification

A professional engineer, registered in the State of North Carolina, will verify that the closure
has been completed in accordance with the Closure Plan. The contents of the signed
Certification Report will be as described below.

Certification Reports:

i. The CQA report will contain the results of all the construction quality
assurance and construction quality control testing including documentation of
any failed test results, descriptions of procedures used to correct the
improperly installed material, and results of all retesting performed. The CQA
report will contain as-built drawings noting any deviation from the approved
engineering plans and will also contain a comprehensive narrative including,
but not limited to, daily reports from the project engineer, a series of color
photographs of major project features, and documentation of proceedings of
all progress and troubleshooting meetings. The CQA report for the final cover
construction shall meet requirements in the approved CQA Plan,
Specifications, and Rules 15A NCAC 13B .0541 & .0543. The CQA report
must bear the seal of the project engineer and a certification that construction
was completed in accordance with the CQA Plan and acceptable engineering
practices.

7. Deed Recordation

Following closure, the owner or operator will record a notation on the deed to the landfill
facility property at the local county Register of Deeds office, or some other instrument that is
normally examined during title search, and notify the Division that the notation has been
recorded and a copy has been placed in the operating record. The notation on the deed
shall in perpetuity notify any potential purchaser of the property that the land has been used
as a C&D landfill unit or facility and its use is restricted under the closure plan approved by
the Division.

POST CLOSURE

V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 6 August 2019
Coble’s Sandrock, North Carolina Rev. December 2019
Post-closure activities must be conducted at the landfill for a period of 30 years following
closure of the landfill. However, the length of the period can be increased or decreased in
accordance with Division directives.

1. Contact

Coble’s Sandrock, Inc. will handle questions and/or problems, which might occur during the
post-closure care period.

CONTACT PERSON: Mr. Kent Coble

OWNER: Mr. Kent Coble

ADDRESS: 5833 Foster Store Road
Liberty, North Carolina 27298

PHONE NUMBER: [phone] FAX: [phone]

2. Security

Control access to the site by the use of barriers and gates at roadway entrances. Maintain
these control devices throughout the post-closure care period, and inspected as part of the
monthly inspection program. Mark all barriers and gates clearly with signs stating the name
and nature of the facility and the person to contact in case of emergency or breach of
security.

3. Post-Closure Maintenance

Post-closure maintenance and monitoring will be conducted at the landfill for a period of 30
years after final closure. The Division may decrease the length of the post-closure period if
the owner or operator demonstrates that the reduced period is sufficient to protect human
health and the environment, and the Division approves this demonstration. The period
might be increased by the Division if the Division determines that the lengthened period is
necessary to protect human health and the environment.

Monitoring will include semi-annual sampling of groundwater and surface water, quarterly
gas monitoring, and quarterly inspection of the final cover and monitoring and control
systems. Maintenance needs identified through the monitoring program must be initiated
no later than 60 days after the discovery, and within 24 hours if a danger or eminent threat
to human health or the environment is indicated. Minor cap maintenance may be deferred
until there is a sufficient amount of work to justify the mobilization of equipment and
personnel.

Add soil to the cap as necessary to correct the effects of settlement and subsidence of the
landfill and to prevent run-on and run-off from eroding the final cap.

Protect and maintain stormwater control devices, surveyed benchmarks, groundwater
monitoring wells, surface water monitoring/sampling gauges and LFG wells.
V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 7 August 2019
Coble’s Sandrock, North Carolina Rev. December 2019

If seeps are discovered, an investigation of why there is a seep and if the cap integrity has
been compromised shall be performed. If the clay cap has released leachate, the cap will
be repaired and recompacted to closure CQA required levels and the vegetative layer will be
reestablished.

Mow vegetation twice per year. Cost for routine maintenance assumes 10% of the cap area
will require reseeding and fertilizing each year.

Maintain and repair security fencing, gates, and access roads as necessary.

4. Inspection Plan

Routine inspections will be conducted throughout the post-closure care period. These
inspections will be carried out quarterly unless problems are detected that indicate that
more frequent visits are warranted. Potential impacts to the public and environment will be
considered in determining the inspection frequency. Items to be included in the quarterly
inspection will be as follows:

 Access and security control,
 Stormwater management,
 Erosion and sediment control,
 Edge markers of the landfill waste footprint/disposal boundary,
 Gas management,
 Groundwater and landfill gas monitoring systems, and
 Vector control.

The quarterly inspections will be carried out by someone properly trained and
knowledgeable about landfills, such as the landfill owner, operator or engineering
consultant. The results of the inspections will be documented in Post Closure Inspection
Form. If inspections indicate that repairs are necessary, repairs will be initiated as soon as
practicable.

If a leachate seep or outbreak is observed in the routine inspection tasks as noted in
Appendix B, a verbal notice to the SWS within 24 hours and within 15 days a written
notification with the assessment sampling plan must be submitted to the SWS. The
leachate releases assessment/sampling guidance that can be found in the following web
link should be appended to the plan:
https://edocs.deq.nc/gov/WasteManagement/0/edoc/1319075/MSW%20Leachate_Relea
ses_Sampling_Guide.pdf?searchid=22b91c58-be48-4f48-97ecae3766e88565

In addition to the routine quarterly inspections, special inspections will be performed and
documented after events such as heavy rain, which may cause damage to the integrity of
the landfill cover. Inspection may also be necessary following written or verbal complaints,
vandalism or fires. Following special inspections, any necessary repairs will be initiated as
soon as practicable.
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Maintain records of all inspections in the operating record.

5. Post-Closure Land Use

The primary land use for the site after closure of the landfill will be open dormant green
space. No raising of animals shall be allowed after final closure per Rule 15A NCAC 13B
.0543(f)(3) without written approval of DEQ.

6. Post-Closure Cost Estimate

Notes:
1. All costs include labor by third party.
2. Water quality monitoring costs are estimated from 2019 budgets.
3. Cost for groundwater wells assumes maintenance of each well every other year.
4. Cost for the gas probes assumes maintenance of each probe every other year.
ITEM UNIT QUANTITY UNIT COST ANNUAL COST
INSPECTIONS/ RECORD KEEPING per trip 4 500.00$ 2,000.00$
MONITORING
Explosive gases (quarterly) per trip 4 400.00$ 1,600.00$
Groundwater/Surfacewater (semi-annually)
Sampling per trip 2 3,000.00$ 6,000.00$
Analysis per trip 2 3,000.00$ 6,000.00$
Reporting per trip 2 2,700.00$ 5,400.00$
Subtotal 19,000.00$
ROUTINE MAINTENANCE (third party)
Mowing ($35/acre) 2 times a year acre 36.6 1,281.00$ 46,884.60$
Reseeding & Fertilize(5)acre 1.8 1,500.00$ 2,700.00$
Vector and Rodent Control acre 18.3 25.00$ 457.50$
Subtotal 50,042.10$
WELL MAINTENANCE
Groundwater Wells lump sum 1 500.00$ 500.00$
Gas Detection Probes lump sum 1 250.00$ 250.00$
Subtotal 750.00$
CAP REPAIR lump sum 1 5,000.00$ 5,000.00$
TOTAL OF ABOVE ITEMS 76,792.10$
ENGINEERING - - 3% 2,303.76$
CONTINGENCY - - 5% 3,839.61$
TOTAL ANNUAL POST-CLOSURE COST (IN 2019 DOLLARS) 82,935.47$
TOTAL 30 YEAR POST-CLOSURE COST (IN 2019 DOLLARS) 2,488,064.04$
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5. Cost for routine maintenance assumes 1/10 of the cap area will require reseeding
and fertilizing each year.
6. Post Closure Care includes all permitted Phases 1, 2, 3A.
7. Future Phases issued PTO will be added to the closure & Post Closure Care Plans.

END

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APPENDIX A

GROUNDWATER MONITORING WELL MAINTENANCE RECORD

FACILITY: WELL #:

LOCATION: DATE:

INSPECTOR: COMPANY:

1. Is surface water diverted away from the wellhead?

2. Is the concrete pad still intact and free of cracks?

3. Has surface water runoff undercut the concrete pad?

4. Is the outer casing still secure and locked?

5. Is the well identification tag present and is it legible?

a. Does the well identification tag provide the following information:

 The well identification number?
 Drilling contractor name and registration number?
 Total depth of well?
 Depth to screen?
 A warning that the well is not for water supply and that the ground water
may contain hazardous materials.

6. Is the grout between the inner and outer well casings all the way to the ground surface?

7. Is the inner casing firmly grouted in place?

8. Are the inner and outer casings upright and unobstructed?

9. Is water collecting in the outer casing? Does a weep hole need to be bored in the outer
casing to provide drainage?

10. Is the monitoring well accessible by a four-wheel drive vehicle?

11. Have brush and weeds been trimmed so that the well is easy to locate and access?

12. Does the inner well casing have a vented cap?

13. Is the monitoring well visible and adequately protected from moving equipment?
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Coble’s Sandrock, North Carolina

APPENDIX B

POST-CLOSURE INSPECTION RECORD

FACILITY: WELL #:

LOCATION: DATE:

INSPECTOR: COMPANY:

1. Access and Security Control

o Is a notice prohibiting the further disposal of waste materials clearly visible at
the entrance to the facility?
o Is the site adequately secured by means of gates, chains, berms, fences or
other security measures to prevent unauthorized entry?
o Are the access roads to and within the site maintained to provide access to the
closed disposal area and to all monitoring points?

2. Erosion and Sediment Control

o Is the vegetation adequate to stabilize the site and prevent erosion?
o Are the erosion control measures adequate to prevent silt from leaving the site
and to prevent excessive on-site erosion?
o Do the sediment basins require cleaning out, as indicted by the level of
sediment buildup?

3. Drainage Control Requirements

o Are all areas adequately sloped to promote surface water runoff in a controlled
manner?
o Are there areas of observed settlement, subsidence, and/or displacement of
the closure cap?
o Are all drainage channels free of accumulated sediment?

4. Uncontrolled Escape of Leachate or Landfill Gas

o Are there any leachate seeps observed?
o Are there any signs of uncontrolled releases of landfill gas?

5. Environmental Monitoring Systems

o Are all monitoring wells (gas and groundwater) properly maintained? (Note:
Complete the Groundwater Monitoring Well Maintenance Record during
semiannual sampling events.)

6. Miscellaneous

o Are all site benchmarks marked and evident?
o Do vector control measures appear adequate?
V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 12 December 2019
Coble’s Sandrock, North Carolina

APPENDIX C

METHANE MONITORING TEST REPORT

Facility:
Location:
Date of Test:
Weather Condition:
Temperature: Barometric Pressure:
Sampling Personnel:

Monitoring Point Description/Location Time Methane Concentration
(% of LEL)

Prepared For:
COBLE’S SANDROCK, INC.
5833 FOSTER STORE ROAD
LIBERTY, NORTH CAROLINA 27298
Submitted By:
LaBella Associates
2211 West Meadowview Rd.
Suite 101
Greensboro, NC 27407
336-323-0092
NC License No. C-0430
FACILITY PLAN
COBLE’S SANDROCK
CONSTRUCTION & DEMOLITION DEBRIS LANDFILL
PERMIT NO. 01-05
august 2019, rev. DEcember 2019
Project no. 2191087
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TABLE OF CONTENTS

FACILITY PLAN .................................................................................................................................1 
1. Waste Stream ......................................................................................................................2 
2. Landfill Capacity ..................................................................................................................3 
3. Special Engineering Features ............................................................................................4 
4.  Partial Closure of the Landfill .............................................................................................5 
5.  Closed LCID Landfills ..........................................................................................................6 

FIGURES
Site Location Map Partial Closure Survey Maps TABLES

Table 1 Future Tonnage Projection DRAWINGS

Drawing FP-01 Facility Plan – Site Development
Drawing FP-02 Facility Plan – Proposed Final Contours
Drawing FP-03 Facility Plan – Facility Boundary Plat

APPENDICES
Appendix 1 Franchise Agreement
Appendix 2 Slope Stability

FACILITY PLAN

This facility plan defines the development of the Coble’s Sandrock C&D landfill property and
describes the permit of an existing facility. This plan includes drawings, which present the
long-term, general design concepts related to construction, operation, and closure of the
C&DLF unit(s). Additional solid waste management activities located at the C&DLF facility
are identified in the plan to meet the requirements of the SWMP .0537 Subchapter. The
facility plan defines the waste stream proposed for management at the C&DLF facility,
different types of landfill units or non-disposal activities included in the facility design, and
describe general waste acceptance procedures.

The facility will accept construction and demolition (C&D) debris, and other wastes similar to
those typically found in the accepted waste streams such as roofing shingle waste from the
manufacturer, waste building materials from mobile home manufacturers and wooden
pallets for disposal. No municipal solid waste, hazardous waste, industrial waste, liquid
waste, or waste not characterized as LCID or C&D, shall be accepted for disposal.
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2

The areal limits of the C&DLF unit(s), total capacity of the C&DLF unit(s), and the proposed
waste stream must be consistent with the Division's approval set forth in accordance with
Rule .0536 (a)(1). Revised Facility and Engineering Plans Drawings (FP-01, FP-02 and EP-
04, EP-05) provide the information required in Section .0537(d).

1. Waste Stream

Types of Waste Specified for Disposal: Only construction/demolition debris will be accepted
at the C&D landfill. Construction and demolition debris defined in NC General Statutes is
waste or debris resulting solely from construction, remodeling, repair, or the demolition of
pavement, buildings, or other structures.

Service Area: The Alamance County Franchise Agreement, provided in Appendix 1, limits the
service area to be served by the Coble’s Sandrock Landfill to customers within 25 miles
from the site. Existing customers outside the 25-mile service limitation are grandfathered
under the Franchise Agreement and Coble's Sandrock may continue to accept wastes from
these customers. Coble's Sandrock may also accept waste from new customers outside the
25-mile service area to replace existing customers outside the service area; however, first
priority in terms of disposal capacity is to be given to waste generated within Alamance
County.

The Counties from which the facility has previously taken waste include Alamance, Cabarrus,
Caswell, Chatham, Davidson, Forsyth, Green, Guilford, Lee, Orange, Randolph, Rockingham,
and Wake. Alamance County recognizes that the Coble Sandrock C&D landfill currently
accepts waste from customers outside the 25-mile radius, and these existing customers are
grandfathered under the Franchise Agreement. New customers outside the 25-mile radius
may be accepted to replace the existing customers in accordance with Section 4 of the
Franchise Agreement.

Segregation Management Procedures: Recyclable material will be segregated from the
waste stream and temporarily stored in containers or stockpiles prior to removal from the
site. Recyclable material may include wood, metals, concrete, plastic, cardboard, and other
materials with appropriate recycling markets. Scrap metal is removed from the site
frequently and taken to a metal recycling facility. Cardboard is stored in a 40-yard container
that is removed from the site by various vendors when full. Coble’s Sandrock deconstructs
mobile trailer homes at the working face of the C&D landfill. Identified C&D waste material
removed from the deconstruction process is placed into the landfill. The franchise
agreement requires monitoring waste and to reject any significant levels of asbestos.

The locations of the mobile trailer home deconstruction area and the recyclables storage
areas follow the location of the working face as it progresses across the landfill.

Equipment: Coble Sandrock proposes to operate the following equipment at the C&D
landfill:
CAT 330 CL
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CAT 973 Loader
CAT D8 Dozer
CAT Rubber Tire Loader
TREX off-road Truck
TREX Pan
TREMAC Shear Muncher
Precision Husky Tub Grinder
PowerScreen Screener
Fuel Truck
Link Belt Trackhoe

Equipment may be added or deleted, depending condition to upgrade and on the volume of
waste accepted.

2. Landfill Capacity

Overall Facility Life
The available airspace for waste, operational cover soil and intermediate cover material for
the entire facility is 6,935,903 cy. Assuming that 10% of that volume will be soil, 6,242,313
cy are available for waste material. Utilizing in-place waste density of 1050 lbs/cy, the
remaining tonnage capacity of the landfill is 3,277,214 tons. The in-place waste density
stated above is within the typical range of densities measured for C&D debris.

Based on excerpt from the historical record (Table 1), Coble’s Sandrock landfilled an
average of 34,512 tons per year; cumulative in-place waste volume 2019 is 724,763 tons
or 1,141,689 cy. Using this historical average, the remaining capacity (year 2020)
calculates approximately 48,536 cy or 1 year 3 months of life in the permitted capacity
Phases 1-3A (1,255,963 cy). Subsequently, utilizing Phase 3B added capacity 349,213 cy,
the full date for Phases 1-3B would be 2026 (1,605,176 cy). Permitted capacities are
shown in the below:

Permitted Capacity for each Phase
Phase Acres
Gross 
Capacity (CY)
Cumulative 
(CY)
1 7.0 365,301          
2 5.8 320,000          
3A 6.3 570,662          
3B 5.8 349,213           1,605,176  
Permit Status
1,255,963  
PTO (9/30/1998)
PTO (5/20/2003)
PTO (4/29/2011)
PTC (1/30/2009)

Table 1. Phase 3A & 3B projections based on historical average tonnage received.
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Annual 
Report
Tons 
Received
Waste in Place 
(tons)
Air Space 
Consumed 
Annual (CY)  
Air Space 
Consumed 
Cumulative 
(CY)
Survey 
Date
UF 
(tn/cy)
Density 
(lbs/cy)
Remaining 
Capacity 
each Phase 
(CY)
Remaining 
Capcity 
Entire 
Facility (CY)
2017 13,539.15     677,839.34      30,316 1,052,311 7/25/2017 0.45 893 203,652        5,883,592    
2018 12,411.09     690,250.43      23,640 1,075,951 6/21/2018 0.53 1050 180,012        5,859,952    
2019 34,512.52  724,762.95      65,738 1,141,689 0.53 1050 114,274        5,794,214    
2020 34,512.52  759,275.47      65,738 1,207,427 0.53 1050 48,536           5,728,476    
2021 34,512.52  793,787.99      65,738 1,273,166 0.53 1050 332,010        5,662,737    
2022 34,512.52  828,300.52      65,738 1,338,904 0.53 1050 266,272        5,596,999    
2023 34,512.52  862,813.04      65,738 1,404,642 0.53 1050 200,534        5,531,261    
2024 34,512.52  897,325.56      65,738 1,470,380 0.53 1050 134,796        5,465,523    
2025 34,512.52  931,838.08      65,738 1,536,118 0.53 1050 69,058           5,399,785    
2026 34,512.52  966,350.60      65,738 1,601,856 0.53 1050 3,320             5,334,047    
Note: Table is based on annual average tonnage of 34,512.52 landfilled from 1999 thru 2018.
Cumulative volume includes weekly cover soil.
Utilization factor 0.53 is representative for the industry .
Future phases 4-8 approved for development require permits to construct and operate.

Overall Facility Soil Balance
The base grading plan, including access roads, for the entire remaining facility yields a net
1,537,784 cy of cut. Approximately 325,871 cy of soil will be needed for final cap (3 feet
thick) construction. Assuming 10% of the volume will be soil material, 693,590 cy of soil will
be needed for cover soil material. Subtracting the estimated soil requirements from the
calculated available material leaves an excess of 518,323 cy of soil.

Phase 3B
To evaluate the air space requirement for a 5-year phase, assuming an average annual
tonnage of 34,512 tons/year the projected total tonnage for the next 5-year phase is
172,560 tons, and assuming an average annual consumed air space of 65,738 cy/year the
projected annual volume for next 5-year phase is 328,690 cy. Closure cap soil volume for
3B is estimated 28,072 cy. Phase 3B permitted gross capacity is 349,213 cu. Assuming the
waste disposal at the historical average rate for the next five years, the capacity would be
reached some time during 2026 as shown in the Table 1.

3B has been under construction and the work was completed in June 2019. The
Construction report will be submitted to the Section for review and issuance for Permit to
Operate.

3. Special Engineering Features

Containment and Environmental Control Systems

Cap System:

The cap system is described from bottom to top in the following paragraphs.
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Infiltration Barrier: The infiltration barrier is proposed to consist of either (1) 18
inches of compacted soil with a permeability no greater than 1x10-5 cm/sec; or (2) a
geosynthetic clay liner. The low-permeability soil barrier, or the GCL, will lie directly above an
intermediate soil cover layer of at least 12 inches in thickness. GCL stability analysis and
specifications are included in Appendix 2 of this Plan.

Erosion Control Components (Protective Layer and Erosion Layer): A protective layer
consisting of at least 12 inches of local soil will be placed on top of the infiltration barrier.
The erosion and protective layers will not be heavily compacted to promote vegetative
growth.

Vegetative Cover: After placement of the protective layer, the area that has been
closed will be seeded with a grass mixture. Mulch and erosion control matting will be used
as needed to further minimize erosion and promote vegetative growth.

Leachate Management Systems:

Leachate collection and management systems are not designed or permitted for this
construction and demolition unlined waste disposal facility.

Base Liner Systems:

The base of the landfill is excavated to designed base grades and remaining native
soil will serve as the base of the landfill, with the condition that the upper two feet of the
base soils consist of the following soil types: SC, SM, ML, CL, MH, or CH (according to
Unified Soil Classification System).

Gas Management System:

Passive gas vents will be installed to a minimum depth of 10-feet in the waste mass
at a frequency of one vent per acre.

4. Partial Closure of the Landfill

The west side of the landfill Phases 1 and 2 Coble closed in 2012-2013 and the CQA
report was submitted to the Section in August 2013. Coble has continued partial closure in
the north end of the landfill during 2014 and 2016. Areas marked on the partial closure
maps as 12 and 13 piggyback on the Phase 1 east side slopes, encompass approximately
3.6 acres. Coble is currently continuing the partial closure in the areas 14 and 15. At
completion of the current closure efforts, the partial closure CQA report includes the areas
12-15. Partial closure surveys are included in the Figures attachment of this Plan. LaBella
will prepare a closure CQA report for the areas 12-15 for submittal to the Section for review.
At that time, the financial assurance for the C&D landfill will be revised in accordance with
rule .01628.

II - Facility Plan Labella Associates, PC.
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5. Closed LCID Landfills

Permits were issued to operate three LCID landfill units at the facility. Land Clearing
and Inert Debris Notification letters were issued by the DENR Division of Solid Waste
Management first on March 16, 1995 and second on June 23, 2000. The operation of
these units was conducted under the 01-05 permitted Phase 4 footprint. A third LCID
landfill was permitted on March 21, 2002 to operate under permit number ALAMA-2002-
028. This third unit is located south of the C&DLF limits and shown on Drawing EP-01.
Each LCID unit was permitted to operate under a two-acre area. The facility has ceased the
LCID landfilling operations on all three of these sites. The waste materials have been mined
and removed and each site has been graded, covered with soil, and seeded to establish
vegetation.

END
TECHNICAL SPECIFICATIONS
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SECTION 01568

EROSION AND SEDIMENT CONTROL

PART 1 GENERAL

1.01 SECTION INCLUDES

A. Compliance with approved Erosion and Sediment Control Plan, regulations, and
the North Carolina Erosion and Sediment Control Planning and Design Manual.

B. Personnel, equipment, materials, and supplies to prevent erosion and to control
sediment during construction.

1.02 REFERENCES

A. North Carolina Erosion and Sediment Control Planning and Design Manual, latest
edition; North Carolina Department of Environment and Natural Resources.

PART 2 PRODUCTS

2.01 MATERIALS

A. Materials used shall meet all applicable specifications and be in accordance with
the North Carolina Erosion and Sediment Control Planning and Design Manual.

B. Erosion control matting North American Green single net straw blanket BioNet
S75BN or equal.

C. HDPE corrugated Class C slope drain pipe ADS, Hancor or equivalent, with Mar
Mac Polyseal Couplers ADS at joints.

PART 3 EXECUTION

3.01 GENERAL

A. Provide personnel, equipment, materials, and supplies to prevent erosion and to
control sediment during construction.

B. Conduct all construction related activities in accordance with approved erosion
and sediment control plans for this site. Comply with all local and state erosion
control regulations.

C. Prepare new erosion and sediment control plans for proposed land disturbance
activities outside the limits of disturbance of approved erosion and sediment
control plans for the site. Submit erosion and sediment control plans prepared by
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the CONTRACTOR to the regulatory authorities for review, and pay required fees.
Obtain approval of erosion and sediment control plans from the regulatory
authorities prior to conducting land disturbance activities in the affected areas.

D. Provide measures at all times to control erosion and to minimize siltation of
drainage ditches, storm drains, and adjacent waterways.

E. Limit grading to areas of workable size so as to limit the duration of exposure of
disturbed and unprotected areas. Apply all appropriate conservation practices in
sequence with the work.

F. Protect stockpiled material with mulch, temporary vegetation, or a sediment
barrier at its base.

G. Stabilize all roads with base course crushed stone within 15 days of grading.

H. Install all erosion and sediment control practices in accordance with the latest
edition of the North Carolina Erosion and Sediment Control Planning and Design
Manual.

3.02 TEMPORARY SEDIMENT FENCE (SILT FENCE)

A. Std. & Spec. 6.62, North Carolina Erosion and Sediment Control Planning and
Design Manual: Construct at locations shown on the Contract Drawings.

3.03 STORMWATER CONVEYANCE CHANNELS

A. Std. & Spec. 6.30 and 6.31, North Carolina Erosion and Sediment Control
Planning and Design Manual: Construct at locations shown on the Contract
Drawings.

3.04 OUTLET PROTECTION

A. Std. & Spec. 6.41, North Carolina Erosion and Sediment Control Planning and
Design Manual: Construct at locations shown on the Contract Drawings.

3.05 OTHER APPROVED MEASURES

A. Provide all other measures required by governing regulations and agencies.

3.06 MANAGEMENT STRATEGIES

A. Sequence construction so that erosion control operations can begin and end as
quickly as possible. Temporary seeding or other stabilization shall follow
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immediately after grading. The CONTRACTOR shall be responsible for the
installation and maintenance of all erosion and sediment control practices. All
areas disturbed by construction shall be stabilized with permanent seeding
immediately following finish grading. Permanently seeded areas shall be
protected with straw mulch or other acceptable material approved by the
ENGINEER.

3.07 MAINTENANCE

A. Check all erosion and sediment control measures weekly and after each
significant rainfall. This includes, but is not limited to, the following:

1. All storm drain pipes for signs of clogging.
2. Sediment basin to insure its adequacy and to make sure the outfall is
operating correctly.
3. Stormwater conveyance channels for signs of failure and adequacy.

3.08 REMOVAL

A. Remove all temporary control measures at the completion of the Work and
restore site as required. Remove erosion and sediment control devices only after
written approval of the ENGINEER.

END OF SECTION 01568
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SECTION 01720

PROJECT RECORD DOCUMENTS

PART 1 - GENERAL

1.01 SECTION INCLUDES

A. The purpose of the record documents is to provide factual information regarding all aspects
of the Work, both concealed and visible, to enable future modifications to proceed without
lengthy and expensive site investigation.

B. Throughout progress of Work, maintain an accurate record of all revisions to the Work. Upon
completion of Work, transfer the recorded changes to a set of record documents. This
includes, but is not limited to, all modifications to piping, roads, utilities, grading, structures,
limits of liner, and monitoring devices.

C. Submit three (3) complete sets of record drawings, and one set of AutoCAD compatible files
acceptable to the ENGINEER upon completion of the project.

1.02 SUBMITTALS

A. Record documents shall be submitted to and deemed complete by the ENGINEER, for the
OWNER, prior to the OWNER’S release of retainage and payment of final pay request.

B. Accompany submittal with transmittal letter in duplicate, containing:
1. Date;
2. Project title and number;
3. CONTRACTOR’S name and address;
4. Title and number of each Record Document; and
5. Signature of CONTRACTOR or his authorized representative.

PART 2 - PRODUCTS

Not Used

PART 3 - EXECUTION

3.01 SURVEYOR

A. Employ the services of a surveyor licensed in the State in which the project work is
conducted to determine actual locations and elevations of installed items and to prepare the
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record drawings.

3.02 DOCUMENTS REQUIRED

A. Maintain at the site for the OWNER one record copy of:
1. Contract Drawings;
2. Contract Specifications;
3. Contract Addenda;
4. Change Orders and other Modifications to the Contract;
5. ENGINEER’S Field Orders or written instructions;
6. Approved Shop Drawings, Product Data, and Samples;
7. Field Test Records; and
8. Construction photographs.

3.03 ACCURACY OF RECORDS

A. Thoroughly coordinate all changes within the record documents, making adequate and
proper entries on each page of the Specifications and each sheet of the Drawings and other
documents where such entry is required to properly show the change. Record accuracy shall
be such that future searches for the constructed features may reasonably rely on
information obtained from record documents.

3.04 TIMING OF ENTRIES

A. Make all entries within 24 hours after receipt of information.

3.05 SUBMITTAL

A. The ENGINEER’S approval of the current record documents shall be a prerequisite to the
ENGINEER’S approval of requests for progress payment and request for final payment under
the Contract.

3.06 PROTECTION OF DOCUMENTS

A. Maintain the job set of record documents completely protected from deterioration and from
loss and damage until completion of Work and transfer of recorded data to the final record
documents.

3.07 MAKING ENTRIES ON DOCUMENTS

A. Use an erasable colored pencil (not ink or indelible pencil), or a digital layer clearly identified
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as surveyor notes, to clearly describe the change by note and by graphic line as required.
Date all entries. Highlight the entry by drawing a “cloud” around the affected area or areas.

3.08 FORMAT OF FINAL RECORD DRAWINGS

A. Prepare Record Drawings in an AutoCAD file format acceptable to the ENGINEER. Provide
digital record drawing to ENGINEER only when no exceptions are taken by ENGINEER should
paper copies be submitted.

B. At a minimum, provide the following surveys showing spot elevations on a fifty-foot grid and
two-foot contours for the layer of interest. The survey points shall include toe and top of
slope, and all breaks in the slope. Spot elevations shall be measured to the nearest 0.01
foot. The required surveys shall be completed and stamped by a registered surveyor
licensed in the State in which the project work is conducted. Prior to the placement of each
layer of the work, the survey drawing shall be submitted to the ENGINEER for approval.

COVER

1. Top of intermediate cover layer
2. Top of Soil Liner (Standard Final Cover system only)
3. Top of vegetative support layer (final grade)

The thickness of the intermediate cover layer shall be verified by the development of test pits
at a frequency of six test pits per acre of closed area.

C. Submit a spreadsheet, in digital format, which identifies the coordinates of the grid points,
the spot elevations of the points, and the differential thicknesses for each successive layer.

D. Provide a final topographic survey, with two-foot contours, of all areas disturbed by all
construction activities. Information shall include vertical and horizontal locations of all
improvements, including but not limited to, structural fill, access roads, utilities, permanent
erosion and sediment control structures, manholes, and location and invert elevations for all
risers, piping, underdrains and stormwater channels. The surveyed area shall be merged
with the existing topographic survey. These drawings should highlight any changes from
design drawings as described in section 3.07 of this specification. Record drawings should
also be maintained for construction details. The drawings should be kept up to date during
construction and be provided digitally for the ENGINEER to review updates at progress
meetings.

END OF SECTION 01720
Coble’s Sandrock C&D Landfill Site Preparation and Restoration LaBella Associates, PC.
Technical Specification 02100-1 December 2019
C&D LF 5-Year Permit Renewal/LOS
SECTION 02100

SITE PREPARATION AND RESTORATION

PART 1 - GENERAL

1.01 SCOPE

A. Provide personnel, equipment, materials, and supplies to clear and grub necessary areas of the
project site.

B. Provide protection as necessary to prevent damage to existing improvements not indicated to be
removed, and improvements on adjoining properties.

C. Restore all improvements damaged by this Work to their original condition, and acceptable to the
OWNER or other parties or authorities having jurisdiction.

PART 2 - PRODUCTS

Not Used

PART 3 - EXECUTION

3.01 UTILITIES

A. Locate existing utilities, culverts, and structures above or below ground before any excavation
starts. Coordinate Work with Owners of utilities. Protect, maintain service, and prevent damage
to utilities not designated to be removed. When utilities are encountered and are not shown on
the drawings, or when locations differ from those shown on the drawings, notify ENGINEER for
instruction before proceeding.

3.02 SITE PROTECTION

A. Protect benchmarks from damage or displacement.

B. Protect OWNER'S property and adjoining properties from damage due to construction activities.
Use barricades, coverings, and warning signs as appropriate.

C. CONTRACTOR is responsible for correcting any damage caused by construction activities. Make
repairs to the satisfaction of the OWNER or other parties having jurisdiction. All costs for repairs
will be borne by the CONTRACTOR.

D. The Contractor shall protect living trees designated to remain within the construction area and
those outside the construction area. Cut or scarred surfaces of trees or shrubs shall be treated
with a paint prepared especially for tree surgery.

E. Conduct Work in accordance with the requirements of the project specifications.

3.03 CLEARING

A. Clear and grade areas required for access to site and execution of Work.

B. Remove from brush, shrubs, downed timber, undergrowth, deadwood, rubbish, and other
vegetation and incidental structures to allow for new construction.

C. Remove all trees, stumps, and roots within 10 feet of any proposed structure or pipeline.

Coble’s Sandrock C&D Landfill Site Preparation and Restoration LaBella Associates, PC.
Technical Specification 02100-2 December 2019
C&D LF 5-Year Permit Renewal/LOS
D. Remove all stumps when such stumps will be less than five (5) feet below finished grade. Stumps
of trees to be left in place shall be left no more than six 6 inches above original grade.

E. Clearing shall be limited to areas within the limits of construction that need to be cleared in order
to execute the Work. Clearing may be required to obtain suitable materials in the borrow area.
CONTRACTOR shall keep clearing to the minimum required to complete the Work. Any clearing
performed in the borrow area shall be at no additional cost to the OWNER.

F. With the exception of areas that are disturbed in accordance with an erosion and sediment
control permit obtained under the provisions of the project specifications; do not disturb other
areas outside the limits of construction shown on the Contract Drawings.

3.04 GRUBBING

A. Grub areas within a 10-foot zone bordering all proposed structures and pipelines.

B. In areas to be cleared, remove all stumps, roots ½-inch or larger, organic material, and debris to a
depth of approximately one foot below existing grade, or one foot below the proposed subgrade
elevation, whichever is lower.

C. Remove grassy vegetation in a manner that maximizes the separation of vegetative cover and
topsoil or subsoil. Unless otherwise noted, grassy vegetation shall be removed from the site or
disposed on-site as approved by landfill personnel.

D. Use hand methods for grubbing inside the drip lines of trees which are to remain.

E. Clean up debris resulting from site clearing operations continuously with the progress of the Work.

F. Stockpile topsoil material on site in areas designated by the ENGINEER or the OWNER.

G. Keep pavement and areas adjacent to site clean and free from mud, dirt, and debris.

3.05 REMOVAL AND DISPOSAL OF DEBRIS

A. Unless otherwise noted, trees within the construction limits shall become the property of the
CONTRACTOR and shall be removed from the site or disposed on-site as approved by landfill
personnel.

B. Remove other debris, rock, and extracted plant life from the site or dispose on-site as approved by
the OWNER.

C. Removal and disposal of debris, rock and extracted plant life shall be accomplished at no
additional cost to the OWNER.

D. Burning will be permitted when allowed by local ordinance and approved by the local fire marshal.
No burning will be allowed within 100 feet of waste disposal areas or site access roads. Prior to
any burning, a request must be sent to the North Carolina Department of Environmental Quality,
Division of Waste Management for review in accordance with Rule 15A NCAC 13B .0542(i)(2).

E. CONTRACTOR shall obtain and comply with all required permits.

3.06 SITE RESTORATION

A. At the end of the construction period, the CONTRACTOR shall restore to existing grade those areas
disturbed by construction activities that lie beyond the limits of construction shown on the
Drawings. CONTRACTOR is also responsible for restoration of the sections of the borrow area
utilized for the construction at no addition cost to the Owner. Areas to be filled shall be nominally
compacted as may be achieved with construction equipment, graded to prevent ponding, and
permanently seeded in accordance with the requirements of the project specifications.
Coble’s Sandrock C&D Landfill Site Preparation and Restoration LaBella Associates, PC.
Technical Specification 02100-3 December 2019
C&D LF 5-Year Permit Renewal/LOS

END OF SECTION 02100
Coble’s Sandrock C&D Landfill LaBella Associates, PC
Technical Specification Soil Protective Layer December 2019
C&D LF 5-Year Permit Renewal/LOS

02227-1

SECTION 02227

SOIL PROTECTIVE LAYER

PART 1 GENERAL

1.01 SECTION INCLUDES

A. Construction of the soil protective layer for the landfill cap.

PART 2 PRODUCTS

2.01 FILL MATERIAL

A. Construct soil protective layer using on-site soil free of frozen soil, stones greater than one-
inch in maximum diameter (evaluated by ASTM D422, performed every 10,000 CY of
material), debris, organic matter and any other deleterious substances.

B. Use the most permeable material available in the borrow area that meets the requirements
of paragraph 2.01 A. of this Section.

C. Material shall have a moist unit weight greater than or equal to 120 pcf and internal friction
angle greater than or equal to 26.6 degrees as determined by the Direct Shear Method
(ASTM D3080), unless otherwise approved by the engineer.

D. Material shall have a d85 greater than 0.1 mm or the #140 sieve as determined by ASTM
D422, performed every 10,000 CY of material.

PART 3 EXECUTION

3.01 CONSTRUCTION

A. Place and spread soil protective layer material in a manner that avoids operation of the
equipment directly on the geotextile fabric if applicable. The Contractor shall maintain a
minimum of 6” of soil between the equipment and the geotextile fabric.

B. Do not damage the underlying geotextile fabric if applicable.

C. Low pressure dozers (less than 15 psi), or other equipment as approved by the ENGINEER,
shall be used for spreading and grading the soil protective layer.
Coble’s Sandrock C&D Landfill LaBella Associates, PC
Technical Specification Soil Protective Layer December 2019
C&D LF 5-Year Permit Renewal/LOS

02227-2

D. Provide compaction by tracking the material in place by moving a cleated dozer up and down
the slope.

E. Place material in one lift to minimize the potential for damage to the underlying liner
materials.

F. Construct a 4-foot thick traffic surface to support haul trucks delivering material to the work
area.

G. Do not push the soil protective layer material down the slopes. Begin placement at the
bottom and work the material up the slope when working on top of geosynthetics.

3.02 QUALITY ASSURANCE

A. Field inspection will be performed under provisions of Section 01410.

B. Perform Standard Proctor Test (ASTM D 698) on the material being used and use engineering
judgement to determine if the material is suitable for use. Conduct visual inspection of
materials to ensure that proper soils are being used.

3.03 PROTECTION OF FINISHED WORK

A. Any portion of the protective soil layer that is damaged shall be reworked to meet the
specifications, or removed and replaced with conforming material.

B. Make repairs at no additional cost to the OWNER.

END OF SECTION 02227
Coble’s Sandrock C&D Landfill LaBella Associates, PC
Technical Specification Low-Permeability Soil Layer December 2019
C&D LF 5-Year Permit Renewal/LOS

02229-1
SECTION 02229

LOW-PERMEABILITY SOIL LAYER

PART 1 GENERAL

1.01 SECTION INCLUDES

A. Construction of the 18-inches thick low-permeability soil layer for the landfill cap.

1.02 SOIL LAYER PERFORMANCE

A. The maximum allowable coefficient of permeability of the low-permeability soil layer is 1.0 x
10-5 cm/sec.

1.03 REFERENCES

A. ASTM D422 – Standard Test Method for Particle-Size Analysis of Soils.

B. ASTM D1140 – Standard Test Method for Amount of Material in Soils Finer than the No. 200
Sieve.

C. ASTM D4318 – Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of
Soils.

D. ASTM D698 – Test Method for Laboratory Compaction Characteristics of Soil Using Standard
Effort (12,400 ft-lbf/ft3 (600 kN-m/m3))

E. ASTM D6938 – Standard Test Method for Density and Water Content of Soil and Soil-
Aggregate in Place by Nuclear Methods (Shallow Depth).

F. ASTM D4959 – Standard Test Method for Determination of Water (Moisture) Content of Soil
by Direct Heating Method.

G. ASTM D1556 – Standard Test Method for Density and Unit Weight of Soil in Place by the
Sand Cone Method.

H. ASTM D2937 - Standard Test Method for Density of Soil in Place by the Drive-Cylinder
Method.

I. ASTM D5084 - Standard Test Method for Measurement of Hydraulic Conductivity of
Saturated Porous Materials Using a Flexible Wall Permeameter.

J. ASTM D2487 - Test Method for Classification of Soils for Engineering Purposes.
Coble’s Sandrock C&D Landfill LaBella Associates, PC
Technical Specification Low-Permeability Soil Layer December 2019
C&D LF 5-Year Permit Renewal/LOS

02229-2

K. ASTM D2216 – Laboratory Determination of Water (Moisture) Content of Soil and Rock.

1.04 SUBMITTALS

A. Submit one seventy-five (75) pound bag of each soil type proposed to be used for the low-
permeability soil layer to the CQA firm at least four weeks prior to beginning fill operations.
Submittals shall include one seventy-five (75) pound sample of each soil type from each
proposed borrow source.

B. Proposed fill material shall be approved by the ENGINEER prior to use.

C. Testing of soil samples shall be paid for by CONTRACTOR.

D. Identify proposed borrow sources with the sample submissions.

1.05 CONSTRUCTION QUALITY CONTROL AND CONSTRUCTION QUALITY ASSURANCE CQC/CQA)

A. Acceptance by the ENGINEER of the low-permeability soil layer shall be dependent on the
Soils CQA Consultant determining that all requirements of the CQA Plan and this Section have
been met.

B. Supporting data for CQA purposes shall be obtained by field and laboratory testing to be
conducted by the soils CQA firm.

C. Field and laboratory testing conducted by the CQA firm will be done at the OWNER’S expense.

D. ENGINEER will administer the CQA Program.

PART 2 PRODUCTS

2.01 FILL MATERIAL

A. Fill material shall be obtained from borrow sources of clayey soils which meet specification
requirements.

B. Fill material shall be clayey soil, classified according to the United Soil Classification System
as SC, CL, CH, SM, ML, or MH (ASTM D2487).

C. Material shall have a moist unit weight greater than or equal to 120 pcf and internal friction
angle greater than or equal to 26.6 degrees as determined by the Direct Shear Method
(ASTM D3080), unless otherwise approved by the engineer.
Coble’s Sandrock C&D Landfill LaBella Associates, PC
Technical Specification Low-Permeability Soil Layer December 2019
C&D LF 5-Year Permit Renewal/LOS

02229-3

D. Fill material shall be reasonably free of nodules or other deleterious substances, and shall
not contain particles larger than two (2) inches.

E. Maximum amount of fill material allowed to be retained on No. 4 sieve: 15 percent.

PART 3 EXECUTION

3.01 SUBGRADE PREPARATION

A. Subgrade shall consist of intermediate cover material placed in accordance with Section
02224.

B. Employ a professional land surveyor licensed in North Carolina to conduct a topographic
survey of the subgrade.

3.02 CONSTRUCTION

A. Spread the low-permeability soil layer material immediately after dumping using mechanical
equipment or other means.

B. Prior to compaction, mix the soil material by disc-harrow or another method to achieve
homogenous consistency.

C. The loose lift thickness shall not exceed the effective depth of compaction for the equipment
used.

D. Limit each lift to a maximum 6 inches compacted material.

E. The moisture-density curve for the proposed material will be supplied to the CONTRACTOR as
a preliminary guide in controlling moisture to achieve the required degree of compaction.

F. Final compaction criteria (including moisture content, density) shall be determined based on
the results of the Test Pad (ref. Section 02218).

G. Thoroughly compact each lift and satisfy moisture and density controls before placing a
subsequent lift. Successive lifts shall not be placed until the previous lift is accepted by the
ENGINEER or CQA Representative.

H. If the moisture content is outside the acceptable range (± 2% of optimum), rework the
material by scarifying the compacted soil, wetting or drying the soil as required, and
recompacting the soil.

Coble’s Sandrock C&D Landfill LaBella Associates, PC
Technical Specification Low-Permeability Soil Layer December 2019
C&D LF 5-Year Permit Renewal/LOS

02229-4
I. Compact lifts using an appropriately heavy, properly ballasted, deep penetrating foot
compactor. The deep penetrating feet shall have a minimum length of 7 inches and shall be
subject to approval of the ENGINEER. Vibrating rollers and rubber-tired rollers shall not be
used for compaction of clayey soil.

J. Provide a minimum of four passes with the compactor regardless of whether the lift meets
density specifications. A pass is considered to be one trip of the compacting equipment over
the lift and back to the starting point by a single drum roller or one trip across the lift surface
from one end to the other if the compacting equipment has front and back compacting
rollers.

K. Use vibratory plate compactors or other suitable equipment in areas not accessible to larger
rollers or compactors.

L. Avoid desiccation and crusting of the lift surface.

M. If drying of the lift surface occurs before placement of the next lift, scarify this area to a
sufficient depth to mix with moist materials, or sprinkle with water and scarify at the direction
of the ENGINEER.

N. At the transition between bottom and side slopes, compact perpendicular to the face of the
slope.

O. Scarify the surface of the underlying lift a minimum of 2 inches prior to compaction of each
subsequent lift to facilitate bonding of the lifts.

P. Compact soil material to a minimum dry density and moisture content determined from the
Test Pad results. Where the measured density/moisture content of the in-place material
does not meet the requirements, the soil layer shall be reworked as necessary to meet
density/moisture content objectives.

Q. The CONTRACTOR may modify the compaction and moisture content to fit site conditions and
material requirements if he can demonstrate that all design parameters can be satisfied as
determined by the ENGINEER. The demonstration shall be done at the CONTRACTOR’S
expense. Compaction procedures e.g., equipment type, number of passes, etc., shall be in
accordance with the Test Pad results.

R The maximum allowable coefficient of permeability of the low-permeability soil layer shall be
1.0x10-5 cm/sec. If representative permeability tests indicate that the compacted layer does
not meet permeability requirements, the layer shall be reworked regardless of
density/moisture content.

S. Avoid placing or compacting soil during sustained periods with air temperature below 32 F.

Coble’s Sandrock C&D Landfill LaBella Associates, PC
Technical Specification Low-Permeability Soil Layer December 2019
C&D LF 5-Year Permit Renewal/LOS

02229-5
T. Avoid placing fill material on frozen subgrade. If soil freezes or ices, remove the affected
section, scarify and recompact at the discretion of the ENGINEER.

U. Seal completed lifts at the end of each day’s activities by rolling with rubber-tired rollers or a
smooth drum roller and sprinkle with water as needed.

V. Provide a low-permeability soil layer having a minimum thickness of 1.50 feet throughout the
layer. This criterion will be strictly enforced. The thickness of the soil layer on the side slopes
is measured perpendicular to the slope face.

W. Promptly backfill sample penetrations with a hand-tamped mixture of one part bentonite and
three parts soil.

X. Roll the surface of the low-permeability soil layer with a smooth drum. Provide a smooth
finished surface free of rocks, organics, and voids.

Y. The completed low-permeability soil layer shall be true to grade, with deviations of no more
than 0.1 feet from the proposed elevations shown on the Contract Drawings.

3.03 PROTECTION OF WORK

A. Protect the finished surface from erosion, desiccation, or other damage.

B. Develop a contingency plan for responding to construction deficiencies due to inclement
weather, defective materials, and construction inconsistent with the Contract Documents.
The plan shall provide a methodology for selecting and implementing corrective action.

C. Portions of the low-permeability soil layer damaged due to exposure shall be reworked to
meet the Specifications or, at the discretion of the ENGINEER, removed and replaced with
conforming material at no additional cost to the OWNER.

D. Payment for the low-permeability soil layer will not be made until it has been covered with the
overlying material and protected from damage.

3.04 REMEDIAL MAINTENANCE

A. Maintain the low-permeability soil layer in an undisturbed state until covered and protected
from damage.

B. In the event of slides, sloughing, or erosion in any part of the Work, remove the disturbed
material from the damaged area and rebuild such portion as directed by the ENGINEER.

C. Removal of material and repair of damaged areas shall be performed by the CONTRACTOR at
no additional cost to the OWNER.

Coble’s Sandrock C&D Landfill LaBella Associates, PC
Technical Specification Low-Permeability Soil Layer December 2019
C&D LF 5-Year Permit Renewal/LOS

02229-6
3.05 QUALITY ASSURANCE

A. The moisture content/dry density/permeability relationship for the proposed fill material will
be supplied to the CONTRACTOR as a preliminary guide in controlling moisture to achieve the
required degree of compaction. The CONTRACTOR is encouraged to conduct additional
testing of the soil as needed to further define the moisture content/dry density/permeability
performance of the soil.

B. If an alternate borrow material is proposed/required, the CONTRACTOR shall perform a
borrow evaluation to determine the moisture content/dry density/permeability relationship of
the material. The results of the borrow evaluation shall be submitted to the ENGINEER for
approval prior to material placement.

C. Final compaction criteria (including moisture content, compactive effort and density) shall be
determined based on the results of the Test Pad (ref Section 02218).

D. Sieve analyses will be conducted on soils used to construct the low-permeability soil layer in
accordance with ASTM D 422 and ASTM D 1140. Frequency: Table 1 of the CQA Plan.

E. Testing for Atterberg limits will be conducted on soils used to construct the low-permeability
soil layer in accordance with ASTM D 4318. Frequency: Table 1 of the CQA Plan.

F. Regardless of source, testing for moisture-density relationship will be conducted on soils
used to construct the low-permeability soil layer in accordance with ASTM D698. Frequency:
Table 1 of the CQA Plan.

G. Testing of the in-place low-permeability soil layer will include moisture content tests in
accordance with ASTM D3017. Frequency: Table 1 of the CQA Plan. A minimum of every
tenth test completed in accordance with ASTM D3017 shall also be tested in accordance
with ASTM D4959. All soil samples should be tested by direct oven drying (ASTM D2216) to
aid in identifying and significant, systematic calibration errors.

H. Testing of the in-place low-permeability soil layer will include density and water content tests
in accordance with the nuclear method (ASTM D 6938) or the drive cylinder method (ASTM D
2937). Frequency: Table 1 of the CQA Plan. A minimum of every tenth sample tested in
accordance with ASTM D6938 shall also be tested in accordance with the sand cone method
(ASTM D1556).

I. Permeability testing of the in-place low-permeability soil layer will be conducted in
accordance with ASTM D 5084. Frequency: One test per acre per lift. Table 1 of the CQA
Plan.

J. If a permeability test result fails to meet the permeability requirements, two additional
samples shall be taken in the vicinity of the failed sample, and replicate tests conducted. If
the replicate tests pass, the section represented by the samples shall be considered as
Coble’s Sandrock C&D Landfill LaBella Associates, PC
Technical Specification Low-Permeability Soil Layer December 2019
C&D LF 5-Year Permit Renewal/LOS

02229-7
having passed. If either of the replicate tests fail, then the section shall be considered as
having failed and shall be removed, replaced and retested.

K. Backfill test holes with the low-permeability soil material, repair and compact test locations
using the same equipment approved for the soil cap layer construction.

L. The CQA Representative will record the horizontal and vertical locations of all tests and
prepare a drawing showing the test locations.

END OF SECTION 02229
Coble’s Sandrock C&D Landfill 13302-1 LaBella Associates, PC.
Technical Specification Geocomposite December 2019
C&D LF 5-Year Permit Renewal/LOS
SECTION 13302

GEOCOMPOSITE

PART 1 GENERAL

1.01 SCOPE OF WORK

A. This specification covers the technical requirements for the furnishing and installation of
the geocomposite described herein. All materials used and work performed shall meet
the requirements of this specification and the Contract Drawings, or the manufacturer’s
manufacturing and installation procedures, whichever are more stringent.

B. The Geosynthetics Installer shall be prepared to install the geocomposite in conjunction
with earthwork and other components of the cover system.

1.02 REFERENCES

A. Geosynthetic Research Institute (GRI) standard specifications and guides, latest versions.

B. The most recent versions of the following American Society for Testing and Materials
(ASTM) standards:
1. ASTM D 792 Standard Test Methods for Specific Gravity and Density of Plastics
Displacement;
2. ASTM D 1505 Standard Test Method for Density of Plastics by the Density-Gradient
Technique;
3. ASTM D 1603 Standard Test Method for Carbon Black in Olefin Plastics;
4. ASTM D 4218 Standard Test Method for Determination of Carbon Black Content in
Polyethylene Compounds by Muffle-Furnace Technique;
5. ASTM D 4491 Standard Test Method for Water Permeability of Geocomposite by
Permeability;
6. ASTM D 4632 Standard Test Method for Breaking Load and Elongation of
Geocomposite (Grab Method);
7. ASTM D 4716 Standard Test Method for Constant Head Hydraulic Transmissivity (In-
Place Flow) of Geocomposite and Geocomposite Related Products;
8. ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of
Geocomposite;
9. ASTM D 4833 Standard Test Method for Index Puncture Resistance of
Geocomposite, Geomembrane, and Related Products;
10. ASTM D 5199 Standard Test Method for Measuring Nominal Thickness of Unit
Area of Geocomposite;
11. ASTM D 5321 Standard Test Method for Determining the Coefficient of Soil and
Geosynthetic or Geosynthetic and Geosynthetic Friction by the Direct Shear
Method;
Coble’s Sandrock C&D Landfill 13302-2 LaBella Associates, PC.
Technical Specification Geocomposite December 2019
C&D LF 5-Year Permit Renewal/LOS
12. ASTM D7005 Standard Test Method for Determining the Bond Strength (Ply
Adhesion) of Geocomposite;
13. Geosynthetic Research Institute (GRI) Test GC-7: Determination of Adhesion and
Bond Strength of Geocomposite; and
14. Geosynthetic Research Institute (GRI) Test GC-8: Determination of the Allowable
Flow rate of a Drainage Geocomposite.

1.03 SUBMITTALS

A. The following submittals shall be furnished by the CONTRACTOR for the work of this
Section within 30 days prior to material delivery to the site and as specified herein:
1. A representative sample of all materials to be used on this Project.
2. A list of similar completed projects in which the proposed materials have been
successfully used.
3. Manufacturer’s instructions for installation and handling, and material data sheets
giving full details of the material physical properties and test methods.
4. Draft warranties and guarantees as described hereinafter.

B. At least seven days prior to the loading and shipment of any geocomposite material the
CONTRACTOR shall provide the CQA Consultant with the following information:
1. The origin (resin supplier's name and resin production plant), identification (brand
name, number) and production date of the resin.
2. A copy of the quality control certificates issued by the resin supplier.
3. Reports on the tests conducted by the Manufacturer to verify the quality of the resin
used to manufacture the geocomposite rolls assigned to the project. At a minimum,
these tests should include density [ASTM D1505 or ASTM 792 method B], and melt
index [ASTM D1238].
4. A statement that no reclaimed polymer is added to the resin (however, the use of
polymer recycled during the manufacturing process may be permitted if done with
appropriate cleanliness and if recycled polymer does not exceed 2 percent by
weight).
5. The manufacturer’s data and samples of the geocomposite to be used, giving full
details of the minimum physical properties and test methods, as specified herein,
certified test reports indicating the physical properties of the materials to be used,
and roll numbers and identification.
6. The manufacturer’s certificate shall state that the finished geocomposite meets
MARV requirements of this specification as evaluated under the manufacturer’s
quality control program. A person having legal authority to bind the manufacturer
shall attest the certificate.

1.04 CONSTRUCTION QUALITY CONTROL

The CONTRACTOR shall have an individual experienced in the installation of
geocomposite on-site at all times during the installation. The designated individual

Coble’s Sandrock C&D Landfill 13302-3 LaBella Associates, PC.
Technical Specification Geocomposite December 2019
C&D LF 5-Year Permit Renewal/LOS
shall be responsible for ensuring that the geocomposite is installed according to this
specification and the Contract Drawings.

1.05 CONSTRUCTION QUALITY ASSURANCE

A. The installation of the geocomposite shall be monitored by the CQA Consultant as
outlined in the CQA Plan.

B. CONTRACTOR shall be aware of the activities outlined in the CQA Plan and shall account
for these CQA activities in the installation schedule.

1.06 WARRANTY

A. The CONTRACTOR shall provide a written warranty relative to materials and installation
certifying the geocomposite materials provided and work performed under this project
shall be free from any defects. Said warranty shall apply to normal use and service by
the OWNER. Such written warranty shall provide for the repair or replacement of the
defect or defective area of lining materials upon written notification and demonstration
by the OWNER of the specific non-conformance of the lining material with the project
specifications. Such defects or non-conformance shall be repaired or replaced within a
reasonable period of time at no cost to the OWNER.

PART 2 - PRODUCTS

2.01 GEOCOMPOSITE MATERIAL

A. The geocomposite shall be composed of a high density polyethylene drainage net with a
U.V. stabilized, nonwoven, needle punched geocomposite bonded to each side of the
drainage net. The geocomposite shall not be glued or bonded to the geonet in any
manner other than heat bonding. Along edges, approximately six inches of the
geocomposite shall not be heat bonded to the geonet to allow connection in the field.

B. The net strands shall be so produced as to be free of holes, blisters, un-dispersed raw
materials, or any sign of contamination by foreign matter. Any defects discovered in the
field shall be repaired by cutting out the defect and joining a new piece of net material in
its place. The joint shall be placed in accordance with the requirements for field joints.

2.02 GEOCOMPOSITE MATERIAL PROPERTIES

A. The geocomposite properties shall meet the minimum average roll requirements stated
in Table 1.

B. In addition to the property values listed in Table 1, the geocomposite shall be chemically
inert when immersed in a leachate representative of that from a typical landfill. The
geonet shall contain a maximum of one percent by weight of additives, fillers, or
extenders (not including carbon black) and shall not contain foaming agents or voids
within the ribs of the geonet. The resin used to manufacture the HDPE must be of first
quality, the same resin must be used throughout the project.

Coble’s Sandrock C&D Landfill 13302-4 LaBella Associates, PC.
Technical Specification Geocomposite December 2019
C&D LF 5-Year Permit Renewal/LOS
2.03 MANUFACTURING QUALITY CONTROL

A. Manufacturer’s Quality Control (MQC) testing (test methods and frequencies) shall be
conducted in accordance with Table 1, or the manufacturer quality control guide,
whichever is more stringent.

2.04 ACCEPTANCE AND CONFORMANCE TESTING

A. Conformance testing must be performed, prior to shipment to the site, at the
manufacturer’s facility. The CONTRACTOR shall notify the ENGINEER at least three
weeks prior to shipping in order to arrange for conformance testing. No material shall be
shipped to the site until conformance sampling has been performed. When completed,
the particular approved lot should be marked for the particular site under investigation.
The expressed purpose of in-plant Material Conformance Test Sampling is to verify that
geocomposite material designated for the project is confirmed as meeting the project
specifications prior to shipment to the site. The Manufacturer shall make available all
necessary personnel and equipment to assist the CQA Consultant in retrieving
conformance samples of the geocomposite material.

B. Procedures in the Event of a Conformance Test Failure

The following procedure shall apply whenever a sample fails a conformance test that is
conducted by the CQA Laboratory:
1. The Manufacturer shall replace the roll of geocomposite that is not in conformance
with these Specifications with a roll that meets Specifications.
2. The CONTRACTOR shall remove conformance samples for testing by the CQA
Laboratory from the closest numerical roll on both sides of the failed roll. These two
samples must conform to these Specifications. If either of these samples fails, the
two numerically closest untested rolls on both sides of the failed sample shall be
tested by the CQA Laboratory. These four samples must conform to the
Specifications. If any of these samples fail, every roll of geocomposite on site and
every subsequently delivered roll that is from the same supplier must be tested by
the CQA Laboratory for conformance to the Specifications. This additional
conformance testing shall be at the expense of the CONTRACTOR.

2.05 HANDLING OF MATERIALS

A. Protective Wrapping - All rolls of geocomposite, irrespective of their type, must be
enclosed in a protective wrapping that is opaque and waterproof. The objective is to
prevent any degradation from atmospheric exposure (ultraviolet light, ozone, etc.),
moisture uptake (rain, snow), and, to a limited extent, accidental damage. The following
important issues shall be considered:
1. The protective wrapping shall be wrapped around (or placed around) the
geocomposite in the manufacturing facility and shall be included as the final step in
the manufacturing process.
2. The packaging shall not interfere with the handling of the rolls either by slings or by
the utilization of the central core upon which the geocomposite is wound.
3. The protective wrapping shall prevent exposure of the geocomposite to ultraviolet
light, prevent it from moisture uptake and limit minor damage to the roll.
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4. Every roll must be labeled with the manufacturers name, geocomposite style and
type, lot and roll numbers, and roll dimensions (length, width and gross weight).

B. Shipment

1. Each shipping document shall include a notation certifying that the material is in
accordance with the manufacturer’s quality control certificates.
2. The method of loading the geocomposite rolls, transporting them, and off-loading
them at the job site should not cause any damage to the geocomposite, its core, nor
its protective wrapping.
3. The protective wrapping shall be maintained during periods of shipping and storage.
4. All rolls, where the protective wrapping is damaged or stripped from the rolls, shall be
moved to an enclosed facility until its repair can be made to the approval of the CQA
Consultant.

C. Storage at the Site

1. Handling of geocomposite rolls shall be done in a competent manner such that
damage does not occur to the geocomposite or to its protective wrapping.
2. The CONTRACTOR shall be responsible for the storage of the geocomposite on site in
an area that is well drained and remains dry during material storage, and is protected
from theft, vandalism, passage of vehicles, etc.
3. The rolls shall be stacked in such a way that cores are not crushed nor is the
geocomposite damaged.
4. Outdoor storage of rolls should not exceed manufacturer’s recommendations, or
longer than six months, whichever is less. For storage periods longer than six months
a temporary enclosure should be placed over the rolls, or they should be moved
within an enclosed facility.
5. Additionally, if any special handling of the geocomposite is required, it shall be so
marked on the top surface of the geocomposite.

PART 3 - EXECUTION

3.01 INSTALLATION

A. Install geocomposite as shown on the Contract Drawings.

3.02 PLACEMENT

A. The CONTRACTOR shall remove the protective wrappings from the geocomposite rolls to
be deployed only after the substrate layer, soil, or other geosynthetic have been
documented and approved by the CQA Consultant. Items to be considered are the
following:
1. The installer shall take the necessary precautions to protect the underlying layers
upon which the geocomposite shall be placed. If the substrate is soil, construction
equipment can be used, provided that rutting is not created. If the substrate is a
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geosynthetic material, deployment must be by hand, or by use of low ground-contact
pressure all-terrain vehicles (ATVs).
2. During placement, care must be taken not to entrap sandbags, stones, soil, or other
material that could damage a geocomposite, clog drains or filters, or hamper
subsequent seaming.
3. The Geocomposite shall be installed in the direction of the slope and in the intended
direction of flow.
4. The geocomposite shall be positioned by hand after being unrolled, to be free of
wrinkles.
5. When the geocomposite is placed over another geosynthetic, trimming should be
performed using only an upward-cutting hook blade.
6. The geocomposite shall be weighted with sandbags, to provide resistance against
wind uplift.
7. A visual examination of the deployed geocomposite shall be carried out to ensure
that no potentially harmful objects are present, e.g., rocks, sharp objects, small tools,
sandbags, etc.
8. After un-wrapping the geocomposite from its protective cover, soil backfilling or
covering by another geosynthetic shall be done within the period stipulated for the
particular type of geotextile. Typical time frames for geotextile are within 14 days for
polypropylene and 28 days for polyester geotextile.

3.03 SEAMS AND OVERLAPS

A. The components of the geocomposite (i.e., geocomposite-geonet-geocomposite) will be
secured or seamed to the like component at overlaps.

B. Geonet Components

1. The geonet components shall be overlapped by at least 4 inches along the roll length.
2. 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.
3. Overlaps shall be secured by tying. Tying shall be achieved by plastic fasteners, or
polymer braid. Tying devices shall be white or yellow for easy inspection. Metallic
devices shall not be used.
4. Tying shall be every 5 feet along the roll length, and every 12 inches along the roll
width.

C. Geotextile Components

1. Seaming of geotextile layers shall be performed by either sewing or heat bonding.
The overlap shall be a minimum of four inches for each method.
2. Polymeric thread, with chemical resistance properties equal to or exceeding those of
the geocomposite component, shall be used for all sewing.

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3.04 REPAIR

A. If the geonet is undamaged but the geocomposite is damaged, then the Geosynthetic
Installer shall repair the damaged area as follows:
1. Remove damaged geocomposite. Cut patch of new geocomposite to provide
minimum 12-inch overlap in all directions.
2. Thermally bond geocomposite patch to existing geocomposite.

B. All seams that have no geocomposite flaps available for sewing shall be thermally
bonded with patch that extends 12 inches beyond the edges of the panel.

C. Any holes or tears in the geocomposite material shall be repaired by first removing the
damaged portion of the geonet and placing a patch under the panel that extends six
inches beyond the edges of the hole or tear. The patch shall be secured by tying
fasteners through the patch, and through the panel. The patch shall then be secured
every six inches with approved tying devices. A geocomposite patch shall be heat-sealed
to the top of the geocomposite needing repair. If the hole or tear width across the roll
exceeds 50 percent of the width of the roll, then the entire damaged geocomposite panel
shall be removed and replaced.

3.05 PLACEMENT OF COVER MATERIALS

A. CONTRACTOR shall place all soil materials over geocomposite such that:
1. The geocomposite and underlying materials are not damaged;
2. Prevent slippage between the geocomposite layer and underlying layers; and
3. Tensile stresses are not produced in the geocomposite.

B. Equipment shall not be driven directly atop the geocomposite. Placement of the cover
material shall occur as soon as practical and shall proceed from the base of the slope
upwards. Unless otherwise specified by ENGINEER, all equipment operating on soil
material overlying the geocomposite shall be a D-5 class low Ground Pressure Dozer or
smaller. No traffic by rubber-tired vehicles shall occur on the geocomposite without a
combined thickness of four feet above the geocomposite layer. Turning of all vehicles
will be kept to a minimum and the speed of all vehicles will be limited to less than 10
miles per hour.

C. Anchor trenches must be allowed to drain to prevent ponding and softening of the soils
while the trench is open. Anchor trenches shall be backfilled and compacted by the
CONTRACTOR. Care shall be taken when backfilling the trenches to prevent damage to
the geocomposite.
3.06 PRODUCTION PROTECTION

A. CONTRACTOR shall use all means necessary to protect all prior work and all materials
and completed work of other Sections.
B. In the event of damage, CONTRACTOR shall immediately make all repairs and
replacements necessary, to the approval of the CQA Consultant and at no additional cost
to OWNER.

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3.07 ACCEPTANCE

A. The CONTRACTOR shall retain all responsibility for the geocomposite in the landfill cell or
cap until acceptance by the OWNER.

B. The geocomposite shall be accepted by the OWNER when:
1. The installation is finished.
2. The OWNER and CONTRACTOR have signed a certificate of Substantial Completion,
and all conditions identified on the certificate have been met for the OWNER to
assume responsibility for the geocomposite.
Table 1 – Geocomposite
MANUFACTURING QUALITY CONTROL TEST FREQUENCY

CHARACTERISTICS TEST METHOD UNITS FREQUENCY MARV
Resin
POLYMER DENSITY ASTM D1505 g/cm3 Once per Lot > 0.94
MELT FLOW INDEX ASTM D1238 g/10 min Once per Lot < 1.0
Geonet Tests
DENSITY ASTM D1505 g/cm3 1 per 50,000 ft2 0.94
CARBON BLACK ASTM D1603 % 1 per 50,000 ft2 2 to 3
TENSILE STRENGTH, MD ASTM D5035 lbs/in2 1 per 50,000 ft2 55
Geotextile Tests
AOS ASTM D4751 US sieve
(mm) 1 per 540,000 ft2 70
0.212
MASS PER UNIT AREA ASTM D5261 oz/yd2 1 per 90,000 ft2 6.0
FLOW RATE ASTM D4491 gpm/ft2 1 per 540,000 ft2 125
GRAB TENSILE STRENGTH ASTM D4632 lb 1 per 90,000 ft2 170
PUNTURE STRENGTH ASTM D4833 lb 1 per 90,000 ft2 95
Geocomposite Tests
PLY ADHESION ASTM D7005 lbs/in 1 per 50,000 ft2 1.0
TRANSMISSIVITY ASTM D4716 m2/sec 1 per 540,000 ft2 8.69x10-4(a)

(a) Minimum value @ hydraulic gradient of 0.33 ft/ft for the cap (vertical loading of 200 psf)

END OF SECTION 13302

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SECTION 13315

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 the contract drawings.

1.02 DEFINITIONS

A. Geosynthetic Clay Liner (GCL): A manufactured hydraulic barrier consisting of clay bonded to
a layer or layers of geosynthetics. The GCL may be reinforced or unreinforced as required by
site conditions. Slopes steeper than 10H:1V typically require reinforced GCLs.

B. Geomembrane: An essentially impermeable geosynthetic composed of one or more
geosynthetic sheets.

C. 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.

D. 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.

E. 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. American Society for Testing and Materials (ASTM)
1. D5890-95 Standard Test Method for Swell Index of Clay Mineral Component of
Geosynthetic Clay Liners.
2. D5891-95 Standard Test Method for Fluid Loss of Clay Component of Geosynthetic Clay
Liners.
3. D5993-99 Standard Test Method for Measuring Mass per Unit of Geosynthetic Clay
Liners.
4. D5084-90 (1997) Standard Test method for Measurement of Hydraulic Conductivity of
Saturated Porous Materials Using a Flexible Wall Permeameter.
5. D6243-98 Standard Test method for Determining the Internal and Interface Shear
Resistance of GCL by Direct Shear Method.

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1.04 SUBMITTALS

A. Furnish with the bid 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 MQC Plan for documenting compliance to Sections 2.1 and 2.2 of
these specifications.

B. Furnish at the ENGINEER’s or OWNER’s request the following information:

1. A representative sample of the GCLs.

2. A project reference list for the GCL(s) consisting of the principal details of at least 10
projects totaling at least 10 million square feet in size.

C. Upon shipment, the CONTRACTOR shall furnish the 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.

D. The installation CONTRACTOR shall observe the subgrade preparation procedures, inspect
the entire subgrade and certify in writing that the subgrade on which the GCL is to be
installed is acceptable before commencing GCL placement. This inspection shall be
performed in the presence of the CQA Agency. The CONTRACTOR shall repair any defects
noted in the subgrade prior to the installation of the GCL.

E. Material shall be warranted, on a pro-rata basis against Manufacturer’s defects for a period
of 1 year from the date of installation.

F. Installation shall be warranted against defects in workmanship for a period of 1 year from
the date of completion.

1.05 QUALIFICATIONS

A. GCL Manufacturer shall have produced at least 10 million ft2 (1 million m2) of GCL, with at
least 8 million square feet (800,000 m2) installed.

B. The GCL Installer shall either have installed at least 1 million ft2 (100,000 m2) 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.

1.06 CONSTRUCTION QUALITY ASSURANCE (CQA)

A. CQA shall be provided in accordance with the GCL CQA Manual provided by the ENGINEER.

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PART 2 PRODUCTS

2.01 GEOSYNTHETIC CLAY LINER

A. The GCLs shall consist of a layer of natural sodium bentonite clay encapsulated between two
geotextiles and shall comply with all of the criteria listed in this Section. Prior to using an
alternate GCL, furnish independent test results demonstrating that the proposed alternate
material meets all requirements of this specification. The CONTRACTOR also must obtain
prior approval of the alternative GCL in writing by the ENGINEER.

B. Use reinforced GCL on 3H:1V slopes as designated by the ENGINEER. GCL may be
unreinforced and used on flat areas of the site not exceeding 10H:1V in steepness, or as
approved by the ENGINEER.

2.02 MATERIALS

A. Acceptable GCL products are Bentomat DN and SDN (reinforced) as manufactured by
CETCO, 1350 West Shure Drive, Arlington Heights, Illinois 60004 USA (847-392-5800); or an
ENGINEER-approved equal. GCL products shall have non-woven geotextile on both sides.

B. The GCL(s) and their components shall have the properties shown in CETCO’s current
Technical Data Sheets TR404bm.

C. The minimum acceptable dimensions of full-size GCL panels shall be 125 feet in length and
15 feet in width.

D. A 6-inch (150 mm) overlap guideline shall be imprinted on both edges of the upper geotextile
component of the GCL as a means for providing quality assurance of the overlap dimension.
Lines shall be printed in easily visible, permanent ink.

2.03 PRODUCT QUALITY DOCUMENTATION

The GCL manufacturer shall provide the CONTRACTOR 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 GCL manufacturer and shall include:

A. Manufacturer’s certification for the bentonite clay used in GCL production demonstrating
compliance with the parameters swell index, fluid loss, bentonite mass/area, grab strength,
peel strength, index flux, hydraulic conductivity, and hydrated internal shear strength shown
in manufacturer's current Technical Data Sheets TR404-ST / TR404-DN / TR404-200R.

B. GCL lot and roll numbers supplied for the project (with corresponding shipping information).

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2.04 LABELING

A. Prior to shipment, the GCL manufacturer shall label each roll, identifying:

1. Product identification information (manufacturer’s name and address, brand name,
product code).
2. Lot number and roll number.
3. Roll length, width and weight.

2.05 PACKAGING

A. The GCL shall be wound around a rigid core whose diameter is sufficient to facilitate
handling. The core is not necessarily 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.

2.06 ACCESSORY BENTONITE

A. The granular bentonite or bentonite sealing compound used for seaming, penetration sealing
and repairs shall be made from the same natural sodium bentonite as used in the GCL and
shall be as recommended by the GCL manufacturer.

2.07 ACCEPTANCE AND CONFORMANCE TESTING

A. Conformance testing must be performed, prior to shipment to the site, at the manufacturer’s
facility. The CONTRACTOR shall notify the ENGINEER at least three weeks prior to shipping in
order to arrange for conformance testing. No material shall be shipped to the site until
conformance sampling has been performed. When completed, the particular approved lot
should be marked for the particular site under investigation. The expressed purpose of in-
plant Material Conformance Test Sampling is to verify that GCL material designated for the
project is confirmed as meeting the project specifications prior to shipment to the site. The
Manufacturer shall make available all necessary personnel and equipment to assist the CQA
Consultant in retrieving conformance samples of the GCL material.

B. Procedures in the Event of a Conformance Test Failure

The following procedure shall apply whenever a sample fails a conformance test that is
conducted by the CQA Laboratory:
1. The Manufacturer shall replace the roll of GCL that is not in conformance with these
Specifications with a roll that meets Specifications.
2. The CONTRACTOR shall remove conformance samples for testing by the CQA Laboratory
from the closest numerical roll on both sides of the failed roll. These two samples must
conform to these Specifications. If either of these samples fails, the two numerically

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closest untested rolls on both sides of the failed sample shall be tested by the CQA
Laboratory. These four samples must conform to the Specifications. If any of these
samples fail, every roll of GCL on site and every subsequently delivered roll that is from
the same supplier must be tested by the CQA Laboratory for conformance to the
Specifications. This additional conformance testing shall be at the expense of the
CONTRACTOR.

A. For every 100,000 square feet of GCL to be placed, the following conformance testing shall
be performed in addition to supplying the manufacturers certifications:

1. Mass per unit Area, ASTM D5993-99
2. Peel Bond Strength, ASTM D6496

B. Prior to every construction event, the following conformance testing shall be performed:

1. Internal Shear, ASTM D6243
2. Interface Friction, ASTM D6243

The internal/interface shear strengths testing shall be performed in accordance with
Specification Section 13400.

PART 3 EXECUTION

3.01 SHIPPING AND HANDLING

A. The manufacturer assumes responsibility for initial loading the GCL. Unloading, on-site
handling and storage of the GCL are the responsibility of the CONTRACTOR, Installer or other
designated party.

B. Visually inspect each roll during unloading to identify any packaging that has been damaged.
Mark rolls with damaged packaging and set aside for further inspection. Repair packaging
prior to placing in storage.

C. The party responsible for unloading the GCL shall contact the Manufacturer prior to shipment
to ascertain the appropriateness of the proposed unloading methods and equipment.

3.02 STORAGE

A. Storage of the GCL rolls shall be the responsibility of the Installer. Select a dedicated storage
area at the job site that is away from high traffic areas and is level, dry and well-drained.

B. Store rolls 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.
Stack rolls at a height no higher than that at which the lifting apparatus can be safely
handled (typically no higher than four).

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C. Cover all stored GCL materials and the accessory bentonite with a plastic sheet or tarpaulin
until their installation.

D. Preserve the integrity and legibility of the labels during storage.

3.03 EARTHWORK

A. Prepare and compact any earthen surface upon which the GCL is installed shall be in
accordance with the project specifications and drawings. Prepare surface to be smooth, firm,
unyielding, and free of:

1. Vegetation.
2. Construction Debris.
3. Sticks.
4. Sharp rocks.
5. Void spaces.
6. Ice.
7. Abrupt elevation changes.
8. Standing water.
9. Cracks larger than one-quarter inch (6 mm) in width.
10. Any other foreign matter that could contact the GCL.

.
B. Immediately prior to GCL deployment, prepare the subgrade to fill in all voids or cracks and
then smooth-roll to provide the best practicable surface for the GCL. The surface upon which
the GCL is to be installed should be smooth and free of wheel ruts, debris, roots, sticks, and
rocks larger than 1.0 inch maximum diameter. All protrusions extending more than 0.5 in
from the subgrade shall be removed, crushed, or compacted into the subgrade.

C. The GCL shall be installed on directly on intermediate cover with a minimum thickness of 12
inches.

D. The project CQA inspector shall certify acceptance of the surface before GCL placement. The
subgrade acceptance record shall be a portion of the CQA certification report.

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 this Section.

F. Excavate an anchor trench for the GCL at the top of sloped areas of the job site, in
accordance with the project plans and accepted panel placement plan prepared by the
installation CONTRACTOR. 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. Place reinforced GCL on all sloped areas in accordance with project specifications.

B. Deliver GCL rolls to the working are of the site in their original packaging. Immediately prior
to deployment, carefully remove the packaging without damaging the GCL.

C. Do not allow equipment that could damage the GCL to travel directly on it. If the installation
equipment causes rutting of the subgrade, restore the subgrade to its originally accepted
condition before placement continues.

D. Minimize the extent to which the GCL is dragged across the subgrade in order to avoid
damage to the bottom surface of the GCL. Use a temporary geosynthetic subgrade covering
commonly known as a slip-sheet or rub sheet may be used to reduce friction damage during
placement.

E. Place the GCL so that seams are parallel to the direction of the slope. Locate seams at least
3 feet (1 m) from the toe and crest of slopes steeper than 4H:1V.

F. All GCL panels shall lie flat on the underlying surface, with no wrinkles or fold, especially at
the exposed edges of the panels. Protect the edge of the GCL each day to prevent hydration,

G. Deploy only as much GCL as can be covered at the end of the working day with soil, a
geomembrane, or a temporary waterproof tarpaulin. Do not leave the GCL uncovered
overnight. If the GCL is hydrated when no confining stress is present, it may be necessary to
remove and replace the hydrated material. Consult the project ENGINEER, CQA inspector,
and GCL supplier for specific guidance if premature hydration occurs.

3.05 ANCHORAGE

A. Place the end of the GCL roll in an anchor trench at the top of the slope. Round the front
edge of the trench, so as to eliminate any sharp corners. Remove loose soil from the floor of
the trench. The GCL shall cover the entire trench floor but not the rear trench wall. The
anchor trench shall be maintained in a dry condition during GCL installation and prior to
backfilling soil.

3.06 SEAMING

A. Construct the GCL seams by overlapping their adjacent edges. Do not contaminate the
overlap zone with loose soil or other debris. Supplemental bentonite is required for all GCL
unless specified otherwise by the manufacturer.

B. The minimum dimension of the longitudinal overlap shall be 6 inches (150 mm). End-of-roll
overlapped seams shall be similarly constructed. The minimum overlap shall measure 24
inches (600 mm).

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C. Construct seams at the ends of the panels such that they are shingled in the direction of the
grade to prevent the potential for runoff flow to enter the overlap zone.

D. Construct bentonite-enhanced seams between the overlapping adjacent panels described
above. Expose the underlying edge of the longitudinal overlap. Apply a continuous bead of
granular sodium bentonite along a zone defined by the edge of the underlying panel and the
6-inch (150 mm) line. Apply a similar bead of granular sodium bentonite at the end-of-roll
overlap. Apply the bentonite at a minimum application rate of one quarter pound per lineal
foot (0.4 kg/m).

3.07 DETAIL WORK

A. Seal the GCL around any penetrations and embedded structures in accordance with
manufacturer’s recommendations.

3.08 DAMAGE REPAIR

A. If the GCL is damaged (torn, punctured, perforated, etc.) during installation, it may be
possible to repair it by cutting a patch to fit over the damaged area. Obtain the patch from a
new GCL roll and cut to size such that a minimum overlap of 12 inches (300 mm) is
achieved around all of the damaged area. Apply dry bentonite or bentonite mastic around
the damaged area prior to placement of the patch. It may be desirable to use an adhesive to
affix the patch in place so that it is not displaced during cover placement.

3.09 COVER PLACEMENT

A. Cover soils shall be free of angular stones less than 1-inch in diameter, or other matter that
could damage the GCL. Cover soils should be approved the project ENGINEER with respect to
particle size, uniformity and chemical compatibility. Cover soils with high concentrations of
calcium (e.g., limestone, dolomite) are not acceptable.

B. Place soil cover over the GCL using low ground pressure construction equipment that
minimizes stresses on the GCL. Maintain a minimum thickness of 1-foot (300 mm) of cover
between the equipment tires/tracks and the GCL at all times during the covering process.
This thickness recommendation does not apply to frequently trafficked areas or roadways,
for which a minimum thickness of 2 feet (600 mm) is required.

C. Place soil cover in a manner that prevents the soil from entering the GCL overlap zones.
Push the cover soil up slopes, not down slopes, to minimize tensile forces on the GCL.

D. Although direct vehicular contact with the GCL is to be avoided, lightweight, low ground
pressure vehicles (such as 4-wheel all-terrain vehicles) may be used to facilitate the
installation of any geosynthetic material placed over the GCL. The GCL Supplier or CQA
Engineer shall be contacted with specific recommendations on the appropriate procedures in
this situation.

Coble Sandrock C&D Landfill 13315-9 Labella Associates, PC
Technical Specification December 2019
C&D LF 5-Year Permit Renewal/LOS

E. Cover soils may be placed on the GCL by pushing with a track dozer or by carefully placing it
with an alternate equipment that does not damage the GCL.

F. When deploying a geosynthetics over the GCL, precautions shall be taken to prevent damage
to the GCL by restricting the use of heavy equipment over the liner system. Installation of the
overlying geosynthetic component shall be accomplished with the use of lightweight, rubber-
tired equipment or low ground pressure rubber-tracked equipment. This vehicle may be
driven directly on the GCL, provided no sudden stops, starts, or turns are made. If
necessary, a slip sheet (such as 20-mil smooth HDPE) may be placed over the GCL in order
to allow the geosynthetics component to slide into its proper position. Once the overlying
geosynthetics component is properly positioned, the slip-sheet shall be carefully removed
avoiding any movement to the newly placed geosynthetic material.

END OF SECTION 13315
CQA PLAN - TABLE 1
TABLE 1 - SOIL TESTING METHODS AND FREQUENCIES Test Method Structural Fill Test Pad Soil Cap Protective Soil Layer Index Construction Index Construction Construction Index Particle Size Analysis of Soils ASTM D422 One/Material 1/10,000 CY One/Material One/TP 1/10,000 CY 1/10,000 CY Particle Size Analysis of Soils (Fines) ASTM 1140 NA NA NA NA 1/10,000 CY NA Unified Soil Classification System ASTM D2487 One/Material 1/10,000 CY One/Material One/TP 1/10,000 CY NA Moisture Content of Soil Lab Method ASTM D2216 One/Material 1/10,000 CY One/Material 5/Lift 1/10,000 CY NA Atterberg Limits ASTM D4318 NA NA One/Material One/TP 1/10,000 CY NA Specific Gravity ASTM D854 One/Material** NA One/Material** One/TP 1/10,000 CY One/Material** Standard Proctor ASTM D698 One/10,000 CY delivered NA One/Material One/TP 1/10,000 CY One/Material In-place Density by Drive Cylinder ASTM D2937 NA 1 of every 10 analyzed by ASTM D2922 NA 5/Lift 5/Lift/Acre NA In-place Moisture/Density by Nuclear Method ASTM D6938 NA 4/Lift/Acre NA 5/Lift 5/Lift/Acre NA Soil Moisture By Direct Heating ASTM D4959 NA 1 of every 10 analyzed by ASTM D3017 NA 1/Lift 1 of every 10 analyzed by ASTM D3017 NA Undisturbed Hydraulic Conductivity ASTM D5084 NA NA NA 1/Lift*** 1/Lift/Acre*** NA Laboratory Compacted Hydraulic Conductivity ASTM D5084 NA NA One/Material NA One/Material NA Direct Shear ASTM D3080 One/50,000 CY delivered* NA NA NA One/Material* One/Material* *Minimum internal friction angle of 26.6 degrees, unless otherwise approved by the engineer. **Minimum moist unit weight of 120 pcf, unless otherwise approved by the engineer. *** If a permeability test result fails to meet the permeability requirements, two additional samples shall be taken in the vicinity of the failed sample, and replicate tests conducted. If the replicate tests pass, the section represented by the samples shall be considered as having passed. If either of the replicate tests fail, then the section shall be considered as having failed and shall be removed, replaced and retested.
HELP MODEL RESULTS
STANDARD SOIL CAP SYSTEM
AND
ALTERNATE CAP SYSTEM
 ******************************************************************************
 ******************************************************************************
 ****
 ****
 **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 **
 ****
 **             Recompiled for Windows (32/64‐bit) (09 Aug 2012)**
 **        Institute of Soil Science, University of Hamburg, Germany **
 ****
 ****
 ******************************************************************************
 ******************************************************************************
 PRECIPITATION DATA FILE:    C:\Users\Documents\Coble RTC HELP\PrecipCoble.d4
 TEMPERATURE DATA FILE:      C:\Users\Documents\Coble RTC HELP\TempCoble.d7
 SOLAR RADIATION DATA FILE:  C:\Users\Documents\Coble RTC HELP\SolarCoble.d13
 EVAPOTRANSPIRATION DATA:    C:\Users\Documents\Coble RTC HELP\ETCoble.d11
 SOIL AND DESIGN DATA FILE:  C:\Users\Documents\Coble RTC HELP\SoilCobleSTD.d10
 OUTPUT DATA FILE:           C:\Users\Documents\Coble RTC HELP\CobleOUT STD.out
 TIME:  13:18     DATE:  11/19/2019
 ******************************************************************************
      TITLE:  Coble Cap Demonstration - Standard Soil Cap
 ******************************************************************************
      NOTE:  INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE
COMPUTED AS NEARLY STEADY‐STATE VALUES BY THE PROGRAM.
LAYER  1
‐‐‐‐‐‐‐‐
Page 1
                      TYPE 1 ‐ VERTICAL PERCOLATION LAYER
                          MATERIAL TEXTURE NUMBER  10
            THICKNESS                   =     18.00   INCHES
            POROSITY                    =      0.3980 VOL/VOL
            FIELD CAPACITY              =      0.2440 VOL/VOL
            WILTING POINT               =      0.1360 VOL/VOL
            INITIAL SOIL WATER CONTENT  =      0.2686 VOL/VOL
            EFFECTIVE SAT. HYD. COND.   =  0.119999996969E‐03 CM/SEC
          NOTE:  SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY  5.00
                   FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.
                                    LAYER  2
                                    ‐‐‐‐‐‐‐‐
                      TYPE 1 ‐ VERTICAL PERCOLATION LAYER
                          MATERIAL TEXTURE NUMBER   0
            THICKNESS                   =     18.00   INCHES
            POROSITY                    =      0.4000 VOL/VOL
            FIELD CAPACITY              =      0.3660 VOL/VOL
            WILTING POINT               =      0.2880 VOL/VOL
            INITIAL SOIL WATER CONTENT  =      0.3802 VOL/VOL
            EFFECTIVE SAT. HYD. COND.   =  0.999999974738E‐05 CM/SEC
                                    LAYER  3
                                    ‐‐‐‐‐‐‐‐
                      TYPE 1 ‐ VERTICAL PERCOLATION LAYER
                          MATERIAL TEXTURE NUMBER  10
            THICKNESS                   =     12.00   INCHES
            POROSITY                    =      0.3980 VOL/VOL
            FIELD CAPACITY              =      0.2440 VOL/VOL
            WILTING POINT               =      0.1360 VOL/VOL
            INITIAL SOIL WATER CONTENT  =      0.3145 VOL/VOL
            EFFECTIVE SAT. HYD. COND.   =  0.119999996969E‐03 CM/SEC
                    GENERAL DESIGN AND EVAPORATIVE ZONE DATA
                    ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
Page 2
          NOTE:  SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULT
                   SOIL DATA BASE USING SOIL TEXTURE #10 WITH A
                   FAIR STAND OF GRASS, A SURFACE SLOPE OF 33.%
                   AND A SLOPE LENGTH OF  365. FEET.
         SCS RUNOFF CURVE NUMBER             =     86.56
         FRACTION OF AREA ALLOWING RUNOFF    =    100.0    PERCENT
         AREA PROJECTED ON HORIZONTAL PLANE  =      1.000  ACRES
         EVAPORATIVE ZONE DEPTH              =     18.0    INCHES
         INITIAL WATER IN EVAPORATIVE ZONE   =      4.835  INCHES
         UPPER LIMIT OF EVAPORATIVE STORAGE  =      7.164  INCHES
         LOWER LIMIT OF EVAPORATIVE STORAGE  =      2.448  INCHES
         INITIAL SNOW WATER                  =      0.000  INCHES
         INITIAL WATER IN LAYER MATERIALS    =     15.453  INCHES
         TOTAL INITIAL WATER                 =     15.453  INCHES
         TOTAL SUBSURFACE INFLOW             =      0.00   INCHES/YEAR
                     EVAPOTRANSPIRATION AND WEATHER DATA 
                     ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
          NOTE:  EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
                   GREENSBORO          NORTH CAROLINA      
              STATION LATITUDE                       =  35.13 DEGREES
              MAXIMUM LEAF AREA INDEX                =   4.50
              START OF GROWING SEASON (JULIAN DATE)  =     90
              END OF GROWING SEASON (JULIAN DATE)    =    305
              EVAPORATIVE ZONE DEPTH                 =  18.0  INCHES
              AVERAGE ANNUAL WIND SPEED              =   7.60 MPH
              AVERAGE 1ST QUARTER RELATIVE HUMIDITY  =  66.00 %
              AVERAGE 2ND QUARTER RELATIVE HUMIDITY  =  68.00 %
              AVERAGE 3RD QUARTER RELATIVE HUMIDITY  =  74.00 %
              AVERAGE 4TH QUARTER RELATIVE HUMIDITY  =  70.00 %
          NOTE:  PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
                   COEFFICIENTS FOR    GREENSBORO          NORTH CAROLINA      
                   NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
      JAN/JUL     FEB/AUG     MAR/SEP     APR/OCT     MAY/NOV     JUN/DEC
      ‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐
        3.51        3.37        3.88        3.16        3.37        3.93
        4.27        4.19        3.64        3.18        2.59        3.38
Page 3
          NOTE:  TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
                   COEFFICIENTS FOR    GREENSBORO          NORTH CAROLINA      
              NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
      JAN/JUL     FEB/AUG     MAR/SEP     APR/OCT     MAY/NOV     JUN/DEC
      ‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐
       37.50       39.90       48.00       58.30       66.50       73.50
       77.20       76.30       69.90       58.40       48.50       40.20
          NOTE:  SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
                   COEFFICIENTS FOR    GREENSBORO          NORTH CAROLINA      
                     AND STATION LATITUDE  =  35.13 DEGREES
    LEAK  #1:  PERCOLATION OR LEAKAGE THROUGH LAYER  3
 **********************************************************************
                      DAILY OUTPUT FOR YEAR    1
  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
          S
  DAY  A  O  RAIN  RUNOFF   ET   E. ZONE   HEAD      DRAIN     LEAK   
       I  I                       WATER     #1        #1        #1    
       R  L   IN.    IN.    IN.  IN./IN.    IN.       IN.       IN.   
  ‐‐‐  ‐  ‐  ‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐
    1         0.00  0.000  0.041  0.2653    0.0000 0.000     .1564    
    2         0.00  0.000  0.038  0.2604    0.0000 0.000     .1438    
    3         0.00  0.000  0.040  0.2544    0.0000 0.000     .8563E‐01
    4  *      0.00  0.000  0.030  0.2500    0.0000 0.000     .5475E‐01
    5         0.00  0.000  0.038  0.2458    0.0000 0.000     .5590E‐01
    6         0.00  0.000  0.048  0.2415    0.0000 0.000     .6089E‐01
    7         0.00  0.000  0.042  0.2379    0.0000 0.000     .6329E‐01
    8         0.00  0.000  0.043  0.2342    0.0000 0.000     .6342E‐01
    9         0.00  0.000  0.047  0.2305    0.0000 0.000     .5759E‐01
   10  *      0.00  0.000  0.036  0.2275    0.0000 0.000     .5323E‐01
   11         0.00  0.000  0.041  0.2241    0.0000 0.000     .5212E‐01
   12  *      0.00  0.000  0.036  0.2213    0.0000 0.000     .4517E‐01
   13  *      0.00  0.000  0.032  0.2189    0.0000 0.000     .4191E‐01
Page 4
 *******************************************************************************
 *******************************************************************************
          AVERAGE MONTHLY VALUES IN INCHES FOR YEARS    1 THROUGH   20
 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
                          JAN/JUL  FEB/AUG  MAR/SEP  APR/OCT  MAY/NOV  JUN/DEC
                          ‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐
   PRECIPITATION
   ‐‐‐‐‐‐‐‐‐‐‐‐‐
     TOTALS                 2.70     3.27     4.10     2.81     3.05     3.96
                            4.76     5.13     3.82     2.52     2.60     3.80
     STD. DEVIATIONS        1.65     1.38     1.92     1.36     1.29     2.53
                            1.98     2.38     2.39     1.71     1.91     1.80
   RUNOFF
   ‐‐‐‐‐‐
     TOTALS                 0.096    0.157    0.246    0.075    0.064    0.171
                            0.244    0.334    0.404    0.199    0.132    0.241
     STD. DEVIATIONS        0.175    0.234    0.439    0.194    0.117    0.365
                            0.407    0.487    0.475    0.312    0.442    0.273
   EVAPOTRANSPIRATION
   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
     TOTALS                 1.303    1.600    2.880    3.213    3.126    3.540
                            4.325    3.822    2.759    1.264    1.138    1.044
     STD. DEVIATIONS        0.204    0.331    0.272    0.726    1.018    1.722
                            1.516    1.233    1.295    0.502    0.274    0.216
   PERCOLATION/LEAKAGE THROUGH LAYER  3
   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
     TOTALS                 1.7281   1.2628   1.7887   0.6254   0.1776   0.1928
                            0.2853   0.3877   0.5109   0.6953   0.7625   1.7247
     STD. DEVIATIONS        1.6483   0.9930   1.2055   0.5439   0.3420   0.3949
                            0.4385   0.5303   0.7209   0.7207   1.0387   1.2537
 *******************************************************************************
Page 184
 *******************************************************************************
      AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS    1 THROUGH   20
 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
                                      INCHES            CU. FEET       PERCENT
                                ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐
  PRECIPITATION                  42.52    (   7.072)     154363.9     100.00
  RUNOFF                          2.364   (  1.0934)       8581.01      5.559
  EVAPOTRANSPIRATION             30.015   (  3.5656)     108952.94     70.582
  PERCOLATION/LEAKAGE THROUGH    10.14175 (  3.42157)     36814.559    23.84920
    LAYER  3
  CHANGE IN WATER STORAGE         0.004   (  1.0131)         15.43      0.010
 *******************************************************************************

 ******************************************************************************
                 PEAK DAILY VALUES FOR YEARS    1 THROUGH   20
    ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
                                                 (INCHES)      (CU. FT.)
                                                ‐‐‐‐‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐‐‐‐‐
       PRECIPITATION                              3.76         13648.800
       RUNOFF                                     1.792         6504.2505
       PERCOLATION/LEAKAGE THROUGH LAYER  3       1.436332      5213.88672
       SNOW WATER                                 2.87         10419.2432
       MAXIMUM VEG. SOIL WATER (VOL/VOL)                  0.3251
       MINIMUM VEG. SOIL WATER (VOL/VOL)                  0.1360
 ******************************************************************************

Page 185
 ******************************************************************************
                    FINAL WATER STORAGE AT END OF YEAR   20
     ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
                     LAYER        (INCHES)       (VOL/VOL)
                     ‐‐‐‐‐        ‐‐‐‐‐‐‐‐       ‐‐‐‐‐‐‐‐‐
                       1            4.7285         0.2627
                       2            6.9648         0.3869
                       3            3.8444         0.3204
                   SNOW WATER       0.000
 ******************************************************************************
 ******************************************************************************
Page 186
 ******************************************************************************
 ******************************************************************************
 ****
 ****
 **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 **
 ****
 **             Recompiled for Windows (32/64‐bit) (09 Aug 2012)**
 **        Institute of Soil Science, University of Hamburg, Germany **
 ****
 ****
 ******************************************************************************
 ******************************************************************************
 PRECIPITATION DATA FILE:    C:\Users\Documents\Coble RTC HELP\PrecipCoble.d4
 TEMPERATURE DATA FILE:      C:\Users\Documents\Coble RTC HELP\TempCoble.d7
 SOLAR RADIATION DATA FILE:  C:\Users\Documents\Coble RTC HELP\SolarCoble.d13
 EVAPOTRANSPIRATION DATA:    C:\Users\Documents\Coble RTC HELP\ETCoble.d11
 SOIL AND DESIGN DATA FILE:  C:\Users\Documents\Coble RTC HELP\SoilCobleALT.d10
 OUTPUT DATA FILE:           C:\Users\Documents\Coble RTC HELP\CobleOUT ALT.out
 TIME:  13:19     DATE:  11/19/2019
 ******************************************************************************
      TITLE:  Coble Cap Demonstation - Alternate Cap
 ******************************************************************************
      NOTE:  INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE
COMPUTED AS NEARLY STEADY‐STATE VALUES BY THE PROGRAM.
LAYER  1
‐‐‐‐‐‐‐‐
Page 1
                      TYPE 1 ‐ VERTICAL PERCOLATION LAYER
                          MATERIAL TEXTURE NUMBER  10
            THICKNESS                   =     18.00   INCHES
            POROSITY                    =      0.3980 VOL/VOL
            FIELD CAPACITY              =      0.2440 VOL/VOL
            WILTING POINT               =      0.1360 VOL/VOL
            INITIAL SOIL WATER CONTENT  =      0.2903 VOL/VOL
            EFFECTIVE SAT. HYD. COND.   =  0.119999996969E‐03 CM/SEC
          NOTE:  SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY  5.00
                   FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.
                                    LAYER  2
                                    ‐‐‐‐‐‐‐‐
                        TYPE 2 ‐ LATERAL DRAINAGE LAYER
                          MATERIAL TEXTURE NUMBER  20
            THICKNESS                   =      0.23   INCHES
            POROSITY                    =      0.8500 VOL/VOL
            FIELD CAPACITY              =      0.0100 VOL/VOL
            WILTING POINT               =      0.0050 VOL/VOL
            INITIAL SOIL WATER CONTENT  =      0.0100 VOL/VOL
            EFFECTIVE SAT. HYD. COND.   =   10.0000000000     CM/SEC
            SLOPE                       =     33.00   PERCENT
            DRAINAGE LENGTH             =    365.0    FEET
                                    LAYER  3
                                    ‐‐‐‐‐‐‐‐
                          TYPE 3 ‐ BARRIER SOIL LINER
                          MATERIAL TEXTURE NUMBER   0
            THICKNESS                   =      0.23   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.   =  0.499999996961E‐08 CM/SEC
                                    LAYER  4
                                    ‐‐‐‐‐‐‐‐
Page 2
                      TYPE 1 ‐ VERTICAL PERCOLATION LAYER
                          MATERIAL TEXTURE NUMBER  10
            THICKNESS                   =     12.00   INCHES
            POROSITY                    =      0.3980 VOL/VOL
            FIELD CAPACITY              =      0.2440 VOL/VOL
            WILTING POINT               =      0.1360 VOL/VOL
            INITIAL SOIL WATER CONTENT  =      0.2196 VOL/VOL
            EFFECTIVE SAT. HYD. COND.   =  0.119999996969E‐03 CM/SEC
                    GENERAL DESIGN AND EVAPORATIVE ZONE DATA
                    ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
          NOTE:  SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULT
                   SOIL DATA BASE USING SOIL TEXTURE #10 WITH A
                   FAIR STAND OF GRASS, A SURFACE SLOPE OF 33.%
                   AND A SLOPE LENGTH OF  365. FEET.
         SCS RUNOFF CURVE NUMBER             =     86.56
         FRACTION OF AREA ALLOWING RUNOFF    =    100.0    PERCENT
         AREA PROJECTED ON HORIZONTAL PLANE  =      1.000  ACRES
         EVAPORATIVE ZONE DEPTH              =     18.0    INCHES
         INITIAL WATER IN EVAPORATIVE ZONE   =      5.226  INCHES
         UPPER LIMIT OF EVAPORATIVE STORAGE  =      7.164  INCHES
         LOWER LIMIT OF EVAPORATIVE STORAGE  =      2.448  INCHES
         INITIAL SNOW WATER                  =      0.000  INCHES
         INITIAL WATER IN LAYER MATERIALS    =      8.036  INCHES
         TOTAL INITIAL WATER                 =      8.036  INCHES
         TOTAL SUBSURFACE INFLOW             =      0.00   INCHES/YEAR
                     EVAPOTRANSPIRATION AND WEATHER DATA 
                     ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
          NOTE:  EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
                   GREENSBORO          NORTH CAROLINA      
              STATION LATITUDE                       =  35.13 DEGREES
              MAXIMUM LEAF AREA INDEX                =   4.50
              START OF GROWING SEASON (JULIAN DATE)  =     90
              END OF GROWING SEASON (JULIAN DATE)    =    305
              EVAPORATIVE ZONE DEPTH                 =  18.0  INCHES
              AVERAGE ANNUAL WIND SPEED              =   7.60 MPH
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              AVERAGE 1ST QUARTER RELATIVE HUMIDITY  =  66.00 %
              AVERAGE 2ND QUARTER RELATIVE HUMIDITY  =  68.00 %
              AVERAGE 3RD QUARTER RELATIVE HUMIDITY  =  74.00 %
              AVERAGE 4TH QUARTER RELATIVE HUMIDITY  =  70.00 %
          NOTE:  PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
                   COEFFICIENTS FOR    GREENSBORO          NORTH CAROLINA      
                   NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
      JAN/JUL     FEB/AUG     MAR/SEP     APR/OCT     MAY/NOV     JUN/DEC
      ‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐
        3.51        3.37        3.88        3.16        3.37        3.93
        4.27        4.19        3.64        3.18        2.59        3.38
          NOTE:  TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
                   COEFFICIENTS FOR    GREENSBORO          NORTH CAROLINA      
              NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
      JAN/JUL     FEB/AUG     MAR/SEP     APR/OCT     MAY/NOV     JUN/DEC
      ‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐
       37.50       39.90       48.00       58.30       66.50       73.50
       77.20       76.30       69.90       58.40       48.50       40.20
          NOTE:  SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
                   COEFFICIENTS FOR    GREENSBORO          NORTH CAROLINA      
                     AND STATION LATITUDE  =  35.13 DEGREES
    HEAD  #1:  AVERAGE HEAD ON TOP OF LAYER  3
    DRAIN #1:  LATERAL DRAINAGE FROM LAYER  2 (RECIRCULATION AND COLLECTION)
    LEAK  #1:  PERCOLATION OR LEAKAGE THROUGH LAYER  3
    LEAK  #2:  PERCOLATION OR LEAKAGE THROUGH LAYER  4

***********************************************************************************
*****************
Page 4
                                         ‐‐‐‐‐‐‐‐        ‐‐‐‐‐‐‐‐‐‐    ‐‐‐‐‐‐‐
   PRECIPITATION                           46.05         167161.500    100.00
   RUNOFF                                   3.065         11124.872      6.66
   EVAPOTRANSPIRATION                      30.736        111573.164     66.75
   DRAINAGE COLLECTED FROM LAYER  2        12.2843        44591.980     26.68
   PERC./LEAKAGE THROUGH LAYER  3           0.026906         97.669      0.06
   AVG. HEAD ON TOP OF LAYER  3             0.0007
   PERC./LEAKAGE THROUGH LAYER  4           0.026990         97.973      0.06
   CHANGE IN WATER STORAGE                 ‐0.062          ‐226.479     ‐0.14
   SOIL WATER AT START OF YEAR              7.658         27796.951
   SOIL WATER AT END OF YEAR                7.595         27570.471
   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           ‐0.009      0.00
 *******************************************************************************
 *******************************************************************************
          AVERAGE MONTHLY VALUES IN INCHES FOR YEARS    1 THROUGH   20
 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
                          JAN/JUL  FEB/AUG  MAR/SEP  APR/OCT  MAY/NOV  JUN/DEC
                          ‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐
   PRECIPITATION
   ‐‐‐‐‐‐‐‐‐‐‐‐‐
     TOTALS                 2.70     3.27     4.10     2.81     3.05     3.96
                            4.76     5.13     3.82     2.52     2.60     3.80
     STD. DEVIATIONS        1.65     1.38     1.92     1.36     1.29     2.53
                            1.98     2.38     2.39     1.71     1.91     1.80
Page 348
   RUNOFF
   ‐‐‐‐‐‐
     TOTALS                 0.127    0.187    0.314    0.085    0.077    0.214
                            0.269    0.367    0.449    0.232    0.153    0.311
     STD. DEVIATIONS        0.241    0.248    0.552    0.214    0.149    0.459
                            0.433    0.526    0.522    0.356    0.506    0.378
   EVAPOTRANSPIRATION
   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
     TOTALS                 1.297    1.597    2.876    3.232    3.186    3.533
                            4.378    3.837    2.791    1.259    1.125    1.034
     STD. DEVIATIONS        0.205    0.331    0.272    0.717    1.028    1.693
                            1.523    1.213    1.275    0.493    0.271    0.219
   LATERAL DRAINAGE COLLECTED FROM LAYER  2
   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
     TOTALS                 1.5752   1.3267   1.5263   0.3183   0.1118   0.1972
                            0.2226   0.3396   0.4946   0.7383   0.7501   1.9818
     STD. DEVIATIONS        1.6686   0.9393   1.1678   0.4338   0.3291   0.4420
                            0.4441   0.6233   0.7393   0.8492   1.1046   1.2976
   PERCOLATION/LEAKAGE THROUGH LAYER  3
   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
     TOTALS                 0.0040   0.0029   0.0032   0.0011   0.0003   0.0005
                            0.0006   0.0006   0.0012   0.0024   0.0021   0.0035
     STD. DEVIATIONS        0.0013   0.0013   0.0014   0.0011   0.0006   0.0009
                            0.0008   0.0010   0.0014   0.0019   0.0016   0.0013
   PERCOLATION/LEAKAGE THROUGH LAYER  4
   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
     TOTALS                 0.0049   0.0042   0.0042   0.0017   0.0017   0.0018
                            0.0020   0.0017   0.0020   0.0031   0.0030   0.0036
     STD. DEVIATIONS        0.0040   0.0038   0.0047   0.0012   0.0014   0.0015
                            0.0013   0.0012   0.0012   0.0037   0.0020   0.0021
 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
                AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
   DAILY AVERAGE HEAD ON TOP OF LAYER  3
   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
     AVERAGES               0.0011   0.0010   0.0011   0.0002   0.0001   0.0001
Page 349
                            0.0002   0.0002   0.0004   0.0005   0.0005   0.0014
     STD. DEVIATIONS        0.0012   0.0007   0.0008   0.0003   0.0002   0.0003
                            0.0003   0.0004   0.0005   0.0006   0.0008   0.0009
 *******************************************************************************
 *******************************************************************************
      AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS    1 THROUGH   20
 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
                                      INCHES            CU. FEET       PERCENT
                                ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐
  PRECIPITATION                  42.52    (   7.072)     154363.9     100.00
  RUNOFF                          2.784   (  1.2822)      10107.44      6.548
  EVAPOTRANSPIRATION             30.146   (  3.5842)     109429.21     70.890
  LATERAL DRAINAGE COLLECTED      9.58267 (  3.40012)     34785.094   22.53447
    FROM LAYER  2
  PERCOLATION/LEAKAGE THROUGH     0.02253 (  0.00557)        81.771     0.05297
    LAYER  3
  AVERAGE HEAD ON TOP             0.001 (    0.000)
    OF LAYER  3
  PERCOLATION/LEAKAGE THROUGH     0.03365 (  0.02381)       122.155     0.07913
    LAYER  4
  CHANGE IN WATER STORAGE        ‐0.022   (  0.6819)        ‐79.95     ‐0.052
 *******************************************************************************

 ******************************************************************************
                 PEAK DAILY VALUES FOR YEARS    1 THROUGH   20
    ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
                                                 (INCHES)      (CU. FT.)
                                                ‐‐‐‐‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐‐‐‐‐
       PRECIPITATION                              3.76         13648.800
       RUNOFF                                     2.142         7775.1021
Page 350
       DRAINAGE COLLECTED FROM LAYER  2           1.09397       3971.12207
       PERCOLATION/LEAKAGE THROUGH LAYER  3       0.000188         0.68091
       AVERAGE HEAD ON TOP OF LAYER  3            0.024
       MAXIMUM HEAD ON TOP OF LAYER  3            0.250
       LOCATION OF MAXIMUM HEAD IN LAYER  2
             (DISTANCE FROM DRAIN)                0.0 FEET
       PERCOLATION/LEAKAGE THROUGH LAYER  4       0.001013         3.67730
       SNOW WATER                                 2.87         10419.2432
       MAXIMUM VEG. SOIL WATER (VOL/VOL)                  0.3519
       MINIMUM VEG. SOIL WATER (VOL/VOL)                  0.1360
        ***  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.
 ******************************************************************************

 ******************************************************************************
                    FINAL WATER STORAGE AT END OF YEAR   20
     ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
                     LAYER        (INCHES)       (VOL/VOL)
                     ‐‐‐‐‐        ‐‐‐‐‐‐‐‐       ‐‐‐‐‐‐‐‐‐
                       1            5.0044         0.2780
                       2            0.0054         0.0236
                       3            0.1725         0.7500
                       4            2.4129         0.2011
Page 351
                   SNOW WATER       0.000
 ******************************************************************************
 ******************************************************************************
Page 352