3402_HanesMillRdMSWLF_MSEW_PermitAmendment_revised_FID1452839_20200925

hdrinc.com
301 N Main Street, Suite 2030, Winston-Salem, NC 27101-3836
336.955.8250

September 25, 2020
Ming-Tai Chao, P.E.
Environmental Engineer
Solid Waste Section, DWM
North Carolina Department of Environmental Quality
450 W. Hanes Mill Road, Suite 3000
Winston-Salem, North Carolina 27699-1616
Re: Response to Comments Permit Application MSE Wall Construction and Landfill Expansion
Hanes Mill Road MSWLF
Forsyth County, Permit No. 3402-MSWLF-1997, File ID No. 14011206
Dear Ming,
HDR is in receipt of your email dated April 21, 2020 which outlines comments related to the
following document:
 Permit Amendment Application (Permit Application), Hanes Mill Road Landfill, Winston-
Salem/Forsyth County Utilities, Winston-Salem, North Carolina. Prepared by HDR
Engineering, Inc. of North Carolinas, Charlotte, NC (HDR). Dated December 31,2019.
(FID1386718).mechanically stabilized earth (MSE) wall expansion within the western
landfill expansion area.
The comments are repeated below, with responses provided in italics.
A-Facility Plan
(Section 1.2) Provide the following info to this Section.
i. According to the permit dated July 25, 2017 (DIN 27884) and approved permit
application (DIN 28143), the active lined MSWLF (a.k.a LEU) has an approved waste
footprint of 90 acres, not 88 acres. If the County/City Utility (CCU) proposes to reduce
the waste footprint to 88-acres as stated in this section, please describe the
discrepancies of landfill waste footprint (is the as-built survey data previously submitted
is incorrect?). Otherwise, please provide the correct waste footprint throughout the
permit application.
Response: The permit application has been revised to reflect the approved waste
footprint of 90 acres.

ii. The Facility Plan drawings should note the subsequently added properties described in
the second paragraph of this Section.
Response: The Facility Plan drawings on Sheets 00G-03 and 00G-04 have been
revised to show the subsequently added parcels.

M. Chao
September 25, 2020
Page 2
2
iii. Since the survey stations are shown on the Facility Plan drawings, please clearly
describe the proposed mechanically stabilized earthen (MSE) wall by the stations
throughout the entire permit application rather than use Phases A & B alone.
Response: The requested references to the MSE wall stations have been added to the
text and drawings of the permit application. Please note that all references to MSE wall
stations are approximate as minor adjustments may be necessary based on field
conditions or other factors at the time of construction.

iv. The proposed MSE wall construction will increase the waste footprint from 88 to 94
acres as described in the fourth paragraph of the Section.
a. On the Facility Plan drawings use colored shade/legend/hatch and the survey
stations to show the increase areas of the waste footprint. Those figures should be
referenced in the Section.
Response: The increased waste footprint as a result of the MSE wall expansion
has been added as shaded areas on Sheets 00G-03, 00C-03, and 00C-04.

b. On the Engineering Plan drawings, use the full size drawings (locally blow-up
sections) to show the existing grades, proposed subgrades, and base liner grades
for the cell floor and side-slope area (two different base liner system are
proposed) and the detailed connections between the proposed and existing base
liner system. These drawings will be the references of the Technical
Specifications.
Response: Drawing series 02C has been added to the drawings to show blow-up
plans of the requested surfaces along the MSW wall alignment at a scale of
1”=100’. A detail of the standard sideslope liner system has been added to Sheet
00C-19. A detail of the proposed connection between the existing and proposed
sideslope liner systems has been added to Sheet 00C-19.

v. In the fifth paragraph, the survey stations should be used for easy understanding of the
narratives and length of the wall segments. For example, the 4,125 linear feet of the
MSE wall, as shown on Drawing XX from Station 0+00 to 41+25. Where are the south
or north terminations located?
Response: References to the MSE wall survey stations have been added to the text as
requested.

(Section 1.6, the last sentence of the 4th paragraph) The CCU shall notify the SWS within 24
hours of attempted disposal of any waste the landfill is not permitted to receive, including
waste from outside the area the landfill is permitted to serve according to Rule 15A NCAC
13B .1626(1)(a). Please add the requirement to this paragraph.
Response: The requested text has been added to Section 1.6.
M. Chao
September 25, 2020
Page 3
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(Section 1.8.1) Provide the following info to this Section.
i. The gross capacity of the landfill, as defined in the Permit Condition No.1, Attachment 2
of the facility permit dated July 25, 2017 (DIN 27884), is 13.7 million cubic yards
(MCY). The proposed gross capacity of 16.5 MCY is 10% more than the approved one
which triggers a substantial amendment to the permit according to NCGS 130A -
294(b1)(1). The CCU shall provide sufficient and adequate information in the permit
application according to the State Law and Rule and local government ordinance stated
below to the SWS for making a permit decision:
a. Local governmental approval according to Rule 15A NCAC 13B .1618(c)(5).
Response: CCU will obtain the required local governmental approvals. This
information will be forwarded to NCDEQ when available. Please continue with
your review of the rest of the application.

b. Amendment to the current franchise agreement (which will expire on March 6,
2030) with approval of the proposed gross capacity of 16.5 MCY, the agreement
term extended to the life-of-site permit expiration date of April 09, 2057, per NCGS
130A-294(a2).
Response: The City of Winston-Salem will amend the current franchise
agreement as necessary. The amended agreement will be forwarded to NCDEQ
when available. Please continue with your review of the rest of the application.

c. The design, construction, and inspection of the long-term performance of the
structure and foundation of the proposed MSE wall may also be governed and
regulated by the North Carolina Building Codes (specifically Chapter 17- Special
Inspections). Because the wall height exceeds from 10-feet tall, the local
governments – City of Winston-Salem and/or Forsyth County [such as Winston-
Salem/Forsyth County Inspection Division, referring Unified Development
Ordinances (UDO) – Chapter C, Article V, Section 5-7(B)] shall also have the
jurisdiction of review, inspection, and approval of the design and construction
activities of this wall project. If the City or the County decides that the codes are
not applicable for the wall project at the landfill, the CCU should make the request
of a copy of the decision letter on this matter, which shall be appended to the
Permit Application for the wall.
Response: CCU will meet with the City of Winston-Salem Planning Department to
determine which building codes and ordinances will apply to construction of the
proposed MSE wall. This information will be forwarded to NCDEQ once a
determination has been made. Please continue with your review of the rest of the
application.

M. Chao
September 25, 2020
Page 4
4
(Sections 1.8 & 1.9) Since the increased area (at least 4 acres) will be used for waste
disposal as stated in Table 1, the connections of the new and existing landfill base liner
system must be clearly described in the Permit Application. The typical details of liner
connections relative to the wall segment should be shown the drawings.
Response: A description of the connections between the new and existing sideslope liners
has been added to the text in Section 1.9.2. A typical sideslope liner connection detail has
been added to Sheet 00C-19.

(Section 1.8.2) Provide the following info to this Section.
i. The maximum landfill final grade of 1,026 feet amsl shown on Drawings 00C-09 & 00C-
10 is restricted by the City Winston-Salem/Forsyth County Unified Development
Ordinances (UDO). Please include the info to this Section.
Response: The requested information has been added to the text.

ii. Define the “western termination” of the MSE wall by a survey station.
Response: The survey station reference has been added to the text.

iii. Descriptions of the proposed MSE wall - Phase A, defined by survey stations including
length, height, widths of the bottom and top of the wall, exterior slope, etc.
Response: An MSE wall description for Phase A has been added to the text.

(Section 1.8.3) Provide descriptions of the proposed MSE wall- Phase B, defined by survey
stations including length, height, widths of the bottom and top of the wall, exterior slope, etc.
Response: An MSE wall description for Phase B has been added to the text.

(Section 1.8.4)
i. What is EVO site borrow area? Please provide the reference on the Facility Plan
drawing.
Response: References to the EVO and NEVO borrow areas have been removed from
the permit application.

ii. The depiction of the approved alternate base liner system is incorrect. Should the 60-
mil texture geomembrane be used as one of the components of the approved base
liner system (Ref Detail 2 of Drawing 00C-19)?
Response: The description of the alternate base liner system has been updated as
requested.

M. Chao
September 25, 2020
Page 5
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iii. Table 2 shows the expansion area is about 3.8 acres which is not consistent to the
approximately 6-acre additional area (increasing from 88 to 94 acres) described in
Section 1 or Section 1.10.3.2. Please clarify.
Response: The permit application has been revised to reflect the approved waste
footprint of 90 acres which makes the approximate additional area four acres which is
consistent with the volumes in Table 2.

iv. The off-site borrow source must have a NC mining permit; otherwise, the soil borrow
must be tested for chemical contamination. Test soil/fill material for chemical analyses
by a NC certified laboratory to demonstrate that the soil/fill meet the “unrestricted use
standards" - meaning concentration of a contaminant, if any, for each borrow that is
acceptable for all uses per NCGS 130A-310.65. Analytical test results must show any
contaminant of concern with a concentration less than or equal to that in the NC
Industrial/Commercial Health Base Preliminary Soil Remediation Goal (NC PSRG)
which can be found in the web link:
https://files.nc.gov/ncdeq/Waste%20Management/DWM/SF/RiskBasedRemediati
on/updates-december-2019/1.-2019-Dec-PSRG-Table.pdf. The testing program should
be included in the CQA Plan and the Specification – Section 31 23 00. The testing
results should be available for review and approval by the Engineer in the pre-
construction meeting. Please add the requirements to the related Sections of the Plans
& Technical Specification.
Response: The construction contractor will be responsible for obtaining the appropriate
permits and approvals for an off-site borrow source as necessary and adhering to any
testing requirements as required by the permit. The off-site borrow source permitting
and testing requirements have been added to specification Section 31 23 00 –
Earthwork, and the CQA Plan.

Please note that a mining permit is not required for off-site borrow sources where
excavation or grading complies with the requirements of NCGS 74-49(7)f.

(Section 1.9.2) This Section should discuss the baseliner system in the expanded area
resulting from the wall construction as shown Drawings 00C-15, 18 & 20.
Response: The requested discussion is already provided in Section 1.9.2.

(Section 1.9.4) Add the reference of K – Calculation of the Permit Application to the
modification to the stormwater calculation.
Response: The requested reference has been added.

M. Chao
September 25, 2020
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(Section 1.10) The modification of existing LCR system should be clearly described in a
format that can be coordinated with the Technical Specification and easier reviewed by the
general public.
i. Use survey stations to describe the area of concerns and summarize the item of
concerns, quantity (number of items or linear feet) by a table such as relocation of
sump pump, pump risers & leachate line, and extensions of leachate cleanout pipes,
etc. This request can be presented in this subsection, Technical Specification, or on
figures.
Response: Reference to survey stations have been added to this section and Table 4
has been added to summarize the proposed LCR system modifications.

ii. The extension of pump riser to the top of the MSEW will impact the pump lifting head at
each pumping station. The Engineer Plan and K – Calculations should provide the
hydraulic calculations to demonstrate that a new sump pump is not required.
Response: Leachate pump calculations have been added to Part K of the permit
application and a discussion of the calculation results has been included in this Section
1.10. The calculations demonstrate that relocation of the pump stations will have
minimal impact on the operating capacity of the existing pumps.

iii. Is leachate quantity expected to increase due to the increase of waste footprint to 70
acres and the conclusion made in the last paragraph of Section 1.10.2 & K – Leachate
Rate Generation based on HELP Model?
Response: Yes, the increased waste footprint will result in increased leachate
generation. Increasing the waste footprint from 65 to 70 acres represents an
approximately 8% increase in lined area which is minimal. The quantity of additional
leachate generated will be minimized by the use of geosynthetic rain cover in unused
portions of the expansion and rapid filling of these areas with waste. Discussion of
increased leachate generation has been added to Section 1.10.2.

iv. The Permit Application must provide a plan which clearly describe the procedures for
protecting the landfill baseliner system and LCR piping from a fire caused by methane
released or migrated from open LCR piping.
Response: The requested procedures are the responsibility of the contractor during
construction. As such, a Landfill Fire Mitigation Plan has been added as a contractor
submittal in Paragraph 1.3 of specification Section 40 05 33 – Pipe – High Density
Polyethylene (HDPE) Pipe (Part I of the permit application) with minimum requirements
for the plan. The need for the contractor to abide by the plan has been added to
Paragraph 3.3 of the same specification. In addition, CQA responsibilities regarding the
plan have been added to the CQA Plan in Part C of the permit application

M. Chao
September 25, 2020
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B-Engineering Plan
The Permit Application contains design and construction of the proposed MSE wall and
landfill expansion – Phase A which are prepared by HDR and Tensar Corporation. According
to Rule 15A NCAC 13b .1620(b), in the plan each design engineer shall provide the
statement of certifying the responsible portion(s) of the project and bearing his or her seal of
registration.
Response: The requested certification of the Engineering Plan by HDR has been added to
the back of the document. Please note that Tensar Corporation was not involved in the
preparation of the engineering plan and only provided detailed design of the MSE wall as a
subcontractor to HDR and therefore their certification of the Engineering Plan is not required.
Certification of their MSE wall design calculations and plans is provided separately in Parts K
and L of the application, respectively.

(Section 1 – Facility Design)
i. Please use survey stations to describe the subjected areas such as wall segments for
Phases A & B.
Response: References to the MSE wall survey stations have been added to the text.

ii. This Section states that the top portion of the proposed MSE wall will be used as a haul
road. Please address the following concerns.
a. Has the road safety design been considered? The safety design (such as guard
rails, super-elevation/bank at turns, speed limits, etc.) and related drawings should
be provided in the application.
Response: The application incorrectly referenced the road on top of the MSE wall
as a haul road. This road is more correctly described as an access road as it will
have limited use at low speeds of 15 mph or less by maintenance and inspection
vehicles. The terminology has been corrected in the text. Waste hauling
equipment will typically not use the road. As indicated on the details on Sheet
00C-18, the road on top of the MSE wall will be provided with guard rails for
safety, but super-elevation is not required given the limited use of the road and the
low speed of travel. A description of the MSE wall roads has been added as
Section 3.3 of the Engineering plan.

b. Will the haul road be one-way-traffic or two-way-traffic lanes? The proposed traffic
route/control of the haul road should be described and illustrated on the drawings.
Response: As previously described, the road will have limited use. It is anticipated
maintenance vehicles will operate in both directions as needed. If necessary, one
vehicle will need to pull over onto the shoulder to allow a vehicle traveling in the
opposite direction to pass. A description of the MSE wall roads has been added as
Section 3.3 of the Engineering plan.
M. Chao
September 25, 2020
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c. The stormwater/surface water on the road surface (roadside draining system)
must be properly drained away from the landfill waste footprint & LCR system and
safely conveyed to nearby drainage features. Please describe the
stormwater/surface water hydraulic design and summarize the conclusions from
K– Calculation of the Permit Application in this Section.
Response: As shown on Detail 3 of Sheet 00C-18, the proposed road on the top
of the MSE wall is designed to slope at 2% to the lined perimeter channel which
will direct the stormwater to drop inlets that discharge through culverts to the
existing sediment basins. A description of the MSE wall drainage system has been
added as Section 3.3 of the Engineering plan.

d. No matter what material is used to pave the road surface [a less impermeable
surface layer (such as asphalt) or an earthen material (such as gravel and dirt)],
the road should be designed and constructed a subsurface drainage layer
underlain by a layer of geosynthetic liner to safely remove and drain percolated
water from road surface into stormwater drainage network.
Otherwise, the reinforced fill of the MSE wall must be designed by
“Undrained Condition.” Please append the hydraulic design calculations, and
detailed drawings of the subsurface draining layer & the layout of the drainage
network. The material and construction specifications should be included in the
CQA Plan (Section C) and Technical Specification (Section J).
Response: As previously noted and shown on Detail 3 of Sheet 00C-18, the
proposed road on top of the MSE wall will be sloped to shed stormwater to the
lined perimeter channel. The compacted ABC stone surfacing of the road will limit
percolation into the underlying soil and also shed water to the lined perimeter
channel. The on-site soils used to construct the MSE wall will be well compacted
and are typically fine grained and low permeability. It is therefore unrealistic to
assume that undrained conditions would develop within the wall. The surface of
the road would have to be subjected to constant ponding for a very long time to
allow sufficient percolation to occur to develop undrained conditions. The MSE
wall design will therefore prevent this condition from developing. A subsurface
drainage layer with underlying geosynthetic liner beneath the ABC stone would
unnecessarily increase construction costs and would be of very limited value. If
groundwater is encountered during construction of the MSE wall subgrade,
pervious graded stone backfill will be used for the wall within the saturated zone to
prevent undrained conditions from developing. This requirement has been added
to Specification 31 38 40 – Geosynthetic Reinforcement – MSE Wall provided in
Part I of the application.

M. Chao
September 25, 2020
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iii. Add the referenced drawing numbers to the narratives.
Response: The referenced drawing numbers have been added to the narratives.

iv. The proposed MSE wall info concluded from designs in K-MSE Wall Calculations
should be summarized in the Engineering Plan which shall satisfy the requirements in
Rule 15A NCAC 13B .1620(d)(2).
Response: The referenced MSE wall calculations and results have been summarized
within the Engineering Plan.

Additionally, the proposed MSE wall will be integrated into the MSWLF. Therefore, the following
sections in the Engineering Plan should summarize conclusions from the engineering design
calculations – K Calculations for both wall and landfill, either individually or together contingency to
the designing engineers’ concerns.
(Section 1.1 & Specification 31 10 00)
i. Please provide the info of site clearing activities including locations and acreages. The
locations where are subject to clearing activities should be added to the Engineering
Plan drawings.
Response: The proposed limits of disturbance and acreages for MSE wall construction
have been added to Sheets 00C-03 and 00C-04. Discussion has been added to
Section 1.1 of the Engineering Plan.

ii. Add the on-site burning (open burning) requirements.
Response: The requirements have been added to Section 1.1 of the Engineering Plan
and Specification Section 31 10 00.

(Section 1.2) This Section should discuss and summarize foundation design for the proposed
MSE wall/berm according to J- Geotechnical Data. DO NOT just refer J- Geotechnical Data of
the Permit Application. Specifically, a very soft layer in the wall foundation is identified by the
subsurface soil investigation and the potential impact on the wall foundation design should be
discussed in Section 1.2.
i. Bearing capacity of the wall/berm which will likely be subject to various loading from
waste-laden vehicles on top of the wall/berm, active earth pressure from landfill waste
loading, earthquake, etc.
Response: Bearing capacity of the wall was addressed in the provided Geotechnical
report and considered the loadings referenced with the exception of the earthquake
loadings. Additional analysis has been provided addressing earthquake loads.
Discussion of the analyses has been added to Section 1.5 of the Engineering Plan.

M. Chao
September 25, 2020
Page 10
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ii. Settlement analysis. The settlement of foundation soil underneath the wall/berm due to
various loading. The settlement analysis should consider both total settlement and
differential settlement along the both directions - longitudinal/wall alignments and
transverse/across wall directions.
Response: Settlement analysis was addressed in the provided geotechnical report.
Discussion of the analyses has been added to Section 1.6 of the Engineering Plan.

iii. Sliding analysis.
Response: Sliding was evaluated, but the results were not summarized in the report.
Discussion has been added to the Geotechnical report and Section 1.5.1.

iv. Eccentricity / rotational failure analysis.
Response: Eccentricity and rotational failure was evaluated, but the results were not
summarized in the report. Discussion has been added to the Geotechnical report.
Discussion of both eccentricity and rotational failure has been added to Section 1.5.1.

v. Foundation drainage system/underdrain. Prior to constructing the first layer of the wall,
the base grade should be regraded for facilitating surface water drain, or the properly
designed the surface/subsurface drainage network under the wall system should be
constructed. Without the above-mentioned drainage a section of wall at low lying area
will inundate by surface water for a period of time which may result in foundation
failure.
Response: The MSE Wall Foundation Grading Plan Detail Sheets (Sheets 02C-03 and
02C-04) which have been added to the permit application to show the required grading
for the first layer of geogrid reinforcement. The MSE walls have been designed such
that the first layer of reinforcement is close to existing grade at the proposed outer face
of the wall and will therefore not require deep excavation that may encounter the
groundwater table. A subsurface drainage network therefore is not necessary. The
proposed Subdrain within the MSE wall shown on Detail 3 on Sheet 00C-18 is a
contingency to allow drainage if required during construction. Once the bottom liner is
extended over the inside face of the berm, the lined perimeter channel is constructed,
and the generally low permeability compacted backfill is in place, there should be no
significant infiltration into the wall requiring a subsurface drainage network. As
previously noted, if groundwater is encountered during construction of the MSE wall
subgrade, pervious graded stone backfill will be used for the wall within the saturated
zone to prevent undrained conditions from developing. This requirement has been
added to Specification 31 38 40 – Geosynthetic Reinforcement – MSE Wall provided in
Part I of the application.

M. Chao
September 25, 2020
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Please note that the MSE wall and the extension of the perimeter berm on the inside
face of the wall will be constructed at the same time. The contractor will be responsible
for protecting his work from surface water damage during construction. The type of
surface water control during MSE wall construction is therefore a means and methods
issue to be addressed by the contractor and should not be shown on the permitting or
construction plans. Once the MSE wall and perimeter berm extension are completed,
stormwater will be adequately controlled to prevent significant infiltration of stormwater
into the reinforced zone of the MSE wall.

The preceding discussion has been added to Section 1.2 of the Engineering Plan.

a. The Engineering Plan drawings (layout plan and details) should include designed
the surface/subsurface drainage network under the wall system.
Response: See previous response.

b. The sizing of surface/subsurface drainage network including related
hydrology/hydraulic designs shall be appended in the Permit Application.
Response: See previous response.

(Sections 1.3.2 & 1.3.3) Based on the cross-sections shown on the drawing Sheet No. 00C-
15 and the narratives in Section 9.1 of the Operations Plan, the new expanded area (MSE
wall inboard slope area) will be constructed at sloped area according to the alternative
baseliner system as stated in Section 1.3.2 and as shown drawing Sheet No. 00C-19, and the
connection of base liner system is likely excluding floor area of the landfill.
i. Provide the description of the new expanded area (with or without landfill base floor
area).
Response: The requested description has been added to the text.

ii. Add all reference of drawing sheets to the sections.
Response: The requested references have been added to Sections 1.3.2 and 1.3.3.

iii. According to the descriptions in the Permit Application, the construction of new
expanded waste footprint enclosed by the wall – Phase A will likely be completed by
backfilling selected fill material and NOT involve excavating/removing any portion of
existing perimeter berm. Please add the statement to the Section 1.3.2.
Response: The added MSE Wall Foundation Grading Plan Detail (Sheets 02C-03 and
02C-04) indicate there will be some minimal excavation of the existing perimeter berm
required for MSE wall construction. Section 1.3.2 has been edited to include this
clarification.

M. Chao
September 25, 2020
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iv. The description of the proposed LCR system in Section 1.3.3 is inconsistent with those
in Section 9.1 of the Operations Plan. Please clarify.
Response: The LCR system descriptions in Section 1.3.3 and Section 9.1 of the
Operations Plan have been reviewed and edited for consistency.

v. To connect and extend the baseliner system from the existing landfill unit upward to the
top of the wall, the in-place waste may be exposed for locating the existing landfill
baseliner (as shown on drawing Sheet No. 00C-18).
a. Describe/detail the connection of compacted clay liner and geosynthetic liners
(geomembrane & GCL).
Response: The requested description has been added to Section 1.3.2.

b. Describe the management of the exposed in-placed waste (limited extent per day
and cover requirements – ADC is not allowed) and leachate/run-off and LFGCCs
(oxygen intrusion & head piping relocation).
Response: The requested information has been added to Section 1.3.3.

(Section 1.4) Please provide the requested info.
i. According to the industrial data, the minimum thickness of 3-feet of the temporary haul
road for dump trucks (not track equipment) may be required and maintained over
connection point of the liner system. The typical drawing of the haul road over the
existing waste should be provided to the Permit Application.
Response: There is no intent to operate dump trucks over the connection point of the
MSE wall liner to the existing liner during placement of leachate collection stone and
operational cover. The material will be brought in from the existing landfill side of the
MSE wall expansion and placed at the base of the MSE wall liner where it will be
spread by tracked equipment. The text in Section 1.4 has been revised to require the
temporary haul road if needed.

ii. This Section should discuss the calculations and conclusions on the stability analysis of
the operational cover in K – Operational Cover Veneer Stability of the Permit
Application.
Response: A discussion of the veneer stability of the operational cover has been
added to Section 1.4.

M. Chao
September 25, 2020
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(Section 1.5) For the wall integrating to the landfill, the conclusions made from the design
calculations and analyses in J – Geotechnical Data should be incorporated into this Section.
i. It is evident that the narratives/conclusions of veneer slope stability stated in the
Section are totally different from the results concluded in J & K of the Permit
Application. It is unbelievable that the statement of a minimum friction angle of 8.7
degrees of a final cover system can stably self-stand on a 3 to 1 slope angle. Please
clarify.
Response: The referenced text has been updated based on the final cover veneer
stability calculations provided in Part K of the permit application.

ii. This Section should also discuss the global and block/transitional slope stability
analyses of wall integrating into the landfill.
Response: Section 1.5.1 has been added to specifically address MSE wall external
stability.

iii. For wall itself, the stability analyses must be properly addressed the internal resistance
generated from the reinforcement (such as geo-grid) and the selected reinforced fill
material. The specified parameters should be summarized in a tabular format; and if
the data varies by station of segment, please present data according to the stations or
segments.
a. The concluded design parameters for the specified geogrid (material shear
strength, spacing, length, and special considerations for overlapping at wall
termination, connection, turn/altering alignment, etc.)
Response: Discussion addressing these items has been added to the text in
Section 1.5.2 and Tables 3 and 4 have been added containing geogrid properties.

b. The concluded design parameters for the specified reinforced fill material such as
PI, gradations, shear strength, density, etc.
Response: Discussion addressing these items has been added to the text in
Section 1.5.2 and Table 5 has been added with reinforced backfill soil properties.

iv. If the landfill development sequences are as followed: starting waste filling operation in
Phases 1 & 2 after the wall segment Phase A is completed, and the future Phase 3
surrounded by Phase B wall segment will not be initiated until the final fill grade
reaching certain elevation, said 1000 feet amsl. The CCU should consider two
scenarios of slope stability analysis:
M. Chao
September 25, 2020
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a. Interim slope stability at the Phase 2 (Cells 4 & 5) and the future Phase 3. The
maximum fill height at Phases 1 & 2 must be properly designed to avoid an interim
slope failure (a south to north run).
Response: An interim slope stability analysis between Phases 2 and 3 of the
landfill has been added to the Geotechnical Engineering Report in Part J of the
permit application and discussion has been added as Section 1.5.4 of the
Engineering Plan. The resulting factor of safety of 1.5 is considered acceptable for
interim conditions.

b. Interim slope stability of the existing external side slopes of the landfill - Phases 1
& 2 during the wall construction. Many segments of the existing perimeter berms
around east, south, and/or southwest sides of the landfill unit (likely from Station
0+00 to 53+25 as shown on Sheets C-14 and C-15 in L- Facility Plan Drawings)
are subjected to being excavated and exposed for connecting the existing landfill
base liner system to that at new expansion area and for accommodating wall and
elevated berm. The slope failure resulting from excavation of a landfill toe is not
uncommon. This is becoming a safety concern; therefore, the CCU must confirm if
this construction is considered as a confined or semi-confined space entry, and a
proper safety plan must be prepared, and safety measures must be executed
during the construction.
Response: Global stability analyses evaluating the worst-case toe excavation
case for MSE wall subgrade construction has been added to the geotechnical
Engineering Report in Part J of the permit application and discussion has been
added as Section 1.5.5 of the Engineering Plan. The resulting factors of safety are
considered acceptable for short-term conditions.

c. The drawing Sheets C-14 and C-15 must be revised to include more info of the
existing perimeter berm such location of external slope (location and elevation)
which is subject to cutting and filling in the wall project.
Response: The MSE Wall Foundation Grading Plan Detail on Sheets 02C-03 and
02C-04 shows the proposed cut and fill required for MSE wall subgrades. Cut and
fill lines for the proposed MSE wall subgrade have also been added to the
sections on Sheets 00C-14 and 00C-15.

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d. What is the slope angle of the inboard wall? Will the specified minimum interface
friction angle of 19 degree is applicable for the landfill baseliner system overlain
the inboard wall?
Response: As shown on Detail 3 of Sheet 00C-18, the proposed inboard slope of
the MSE wall is 3H:1V, which matches the permitted inboard slope of the landfill
perimeter berm. The Operational Cover Veneer Stability calculations provided in
Part K of the permit application demonstrates that this slope is stable. Discussion
of operational cover stability has been added to Section 1.4. Note that the
discussion corrects the minimum interface friction angle to be 23 degrees to be
consistent with the calculation.

(Section 1.7) The portion of the LFGCCs (may include well casing, piping, condensate
sumps, control valves, etc.) are subject to relocation or extension to coordinate with the MSE
wall construction and the landfill vertical expansion. Please describe which components of the
LFGCCs will be subject to relocation/extension and the effects on of gas production (shut
down and restart requirements including reporting). The items and quantities of the system
will be located should be summarized in a tabular format.
Response: The requested discussion and table have been added to Section 1.7 (renumbered
Section 1.8.

(Section 1.8) renumbered Section 1.9
i. Provide design calculations to prove the concluded statement “…including the limited
additional lined area that will be constructed as a part of Phase a MSE wall landfill
expansion.”
Response: The tanks are adequate because there is no discharge limit to the sewer
system. The tanks provide a means to obtain a composite leachate sample prior to
discharge. This is addressed in the revised text of Section 1.9 Leachate Handling and
Storage Facilities.

ii. Please provide the data and calculations to show the existing leachate piping and
storage unit can manage the additional quantity of leachate that will be generated from
the expanded waste footprint.
Response: While the MSE wall will require portions of the system to be reconstructed,
there is sufficient capacity in the existing pumps and pipe sizes to manage the
leachate. Calculations are added to Part K of the permit application. These calculations
are also addressed in response to Comment No.10.

iii. The tank shall be inspected weekly, not monthly, per Rule 15A NCAC 13B.1680(c)(4).
Response: The text is revised to indicate weekly inspections.

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(Section 1.9)
i. Please detailed the construction sequences (step by step) of the MSE wall construction
coordinating with the proposed lateral landfill expansion (between the existing waste fill
area/berm and the proposed wall). A chart or diagram of the construction sequence
may be required for the clarification.
Response: A more detailed discussion of MSE wall construction sequencing has been
added to Section 1.9 (renumbered Section 1.10).

ii. The SWS will not approve the CCU’s plan to submit an individually certified CQA report
for a completed portion of the entire wall (Phase A) without knowing the following
detailed practices or plans at each terminated/ continued segment.
a. The wall construction sequences from stations to stations and terminated
elevations.
Response: This requirement has been added to Section 1.9 (renumbered Section
1.10).

b. The wall construction will not interfere the waste operations.
Response: This requirement has been added to Section 1.9 (renumbered Section
1.10).

c. The stormwater and leachate management and practice.
Response: This requirement has been added to Section 1.9 (renumbered Section
1.10).

C-CQA Plan
Please identify which Technical Specification related to each Section/Contents of the CQA
Plan and summarize (in a tabular format) the testing item, frequency, method, and minimum
passing criterion.
Response: Specification references have been added to the CQA Plan. In order to avoid
duplication of information and potential coordination issues between the CQA Plan and the
specifications, each section of the CQA Plan now references the appropriate specification(s)
and includes a statement that the CQA Consultant will perform confirmatory material testing
at an initial frequency of 10% of the CQC testing required in the specifications. If the initial
CQA testing confirms the CQC testing results, the CQA testing frequency may be reduced at
the discretion of the Certifying Engineer.

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The CQA testing for physical properties and engineering parameters of geosynthetic
materials including the landfill baseliner system and final cover system and the MSE wall
system components (geosynthetic reinforcement, earthen material in reinforcement zone) are
not available in the CQA Plan which consequently fails in meeting the requirements stated in
Rule 15A NCAC 13B .1621(b).
i. The passing criteria shall exceed the values concluded from the engineering design of
the Permit Application and per requirement in Rule 15A NCAC 13B.1624.
Response: See response to Comment 21. Each section of the CQA Plan now
references the appropriate specification(s) which contain the passing criteria for both
the CQC and CQA testing.

ii. The CQA Plan should described CQA sampling approaches/methods and the protocols
to manage the situation if the CQA tests fail to pass the minimum designed values.
Response: Each section of the CQA plan now references the appropriate
specification(s) which contain the required sampling approaches and methods and
procedures to follow in the event of failing CQA tests.

iii. The CQA test results for all geosynthetic material for the project shall be completed
before the planned preconstruction meeting for geosynthetic liner system & MSE wall
construction as stated in Section 1.7.3 of the CQA Plan.
Response: This requirement has been added to the CQA Plan in Section 1.7.3.

The CQA program of testing of interface friction angles, between each components of landfill
base liner system and final cover system, are not available in the CQA Plan.
Response: A reference to specification Section 01 30 00 – Special Conditions, Paragraph 2.1
which contains detained requirements for the interface friction testing has been added to
each applicable section of the CQA Plan.

(Section 1.3.2) Regarding the MSE wall construction, the qualifications of the geosynthetic
manufacturer (geogrid) and installers are not specified in Technical Specifications.
Response: This information has been added to the Section 31 38 40 – Geosynthetic
Reinforcement – MSE Wall of the specifications in Part I of the permit application.

(Section 1.7.2) The meeting should also discuss the following tasks, but not limited to:
i. Confirm the prepared inspection checklist, construction inspection including the
inspection items, qualification & responsibility of the inspector and reporting
requirements. The confirmed and approved documents should be forwarded to the
SWS five (5) working days prior to MSE wall construction and included in the certified
CQA Report.
Response: This requirement has been added to the text.
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ii. Penetration of the MSE wall for installing guard rails, permanent litter control fencing,
subsurface drainage network – utility piping installation, etc.
Response: This requirement has been added to the text.

iii. Subgrade preparation and wall base final grading.
Response: This requirement has been added to the text.

iv. Confirm borrow for the selected fill for subgrade and fill material for constructing the
reinforced zone of the MSE wall. Borrows should be identified and confirmed according
to the QA testing results from subsurface investigation/soil testing program at the on-
site or off-site borrow areas.
Response: This requirement has been added to the text.

v. Drainage network including control run-in toward the footprint of the wall.
Response: This requirement has been added to the text.

(Section 1.7.3) In the meeting the testing results of the specified interface friction angles
between the components of liner system should be ready for review and approval or
rejection.
Response: This requirement has been added to the text.

(Section 1.7.4) Should the contractors involved with the installation of utility lines and the
relocation of gas piping of the LFGCCs & LCR force-main, and other tasks be participating
the meeting(s) when the scheduled tasks will be conducted?
Response: This requirement has been added to the text.

(Section 2) Provide specifications for the protective soil layer component of the landfill base
liner system.
Response: Requirements for the Operational Cover Material is provided in section 4.3.3 of
the CQA Plan.

(Section 2.2 - Soil) The Section should discuss MSE wall foundation preparation which may
incorporate as the basis or minimum criteria for evaluation and determination if the fill
material or in-situ material are satisfactory to the conclusions and recommendations in J-
Geotechnical Data & I- Technical Specification 31 23 00 – Earthwork.
i. The foundation for the wall shall be graded level for a width equal to or exceeding the
length of soil reinforcement or as shown in the drawing. A data table summarizes the
extent of wall base area need to be prepared vs. the stations of wall alignment is
required.
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Response: Foundation grading requirements have been added to Section 2.2.1 of the
CQA Plan. Note that much of the MSE wall will be installed along curves and therefore
a table describing the required grading dimensions is problematic and can be
misleading since dimensions vary across the width of the wall along the curves.
Instead, Section 2.2.1 references the applicable Tensar and HDR Facility Plan
Drawings that indicate the information requested.

ii. On the backside of the wall, an earthen berm will be constructed as landfill base, the
coordination of construction sequence between preparations of wall foundation and the
landfill base liner system/earthen berm shall be clearly described in the plan.
Response: Discussion of coordination between MSE wall, earthen berm, and sideslope
liner system construction has been added to Section 10.1 of the CQA Plan.

iii. Grading requirements to facilitate drain storm/surface water away from the wall
structure. The layout (along the wall alignment) and profile of the wall, identified by
survey stations, that show the existing grades and final grades are required in the
Permit Application. Any drainage system associated with surface water collection,
conveyance, or storage should be present on the drawing (s). The requested
drawing(s) – Contract Drawings specified in Technical Specification 31 23 00 should be
included in the permit application for a of NC storm water permit.
Response: Grading requirements to facilitate drainage during MSE wall construction
have been added to the text in Section 10.1 of the CQA Plan. The requested profile of
the wall is provided on Sheet 00C-13 in Part L of the permit application. The permanent
stormwater drainage system associated with the MSE wall expansion is provided on
the HDR Facility Plan drawings in Part L of the permit application. Drainage during
construction is the responsibility of the contractor who will determine the means and
methods.

Note that the proposed MSE wall landfill expansion is designed such that post
construction drainage areas do not exceed the drainage areas assumed during the
original design of the existing sediment basins. A permit applications for an NC
stormwater permit is therefore not required.

iv. The QA testing of the wall foundation material. The drawing Sheet 00C-?? and Section
1.1 of the Engineering Plan state the MSE wall will be sit on the top of the existing
perimeter haul road.
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a. Will the existing road be regraded? How?
Response: As indicated in the elevation views of the Tensar drawings in Part L of
the permit application and the MSE Wall Foundation Grading Plan Detail (Sheets
02C-03 and 02C-04) of the HDR drawings, the existing road beneath the
proposed MSE wall will be regraded in order to provide adequate embedment for
the first layer of geogrid. Excavation will be performed in accordance with the
requirements of specification Section 31 23 00 – Earthwork and the CQA Plan.
Section 2.2.1 of the CQA Plan has been updated to include this requirement.

b. If the wall base wider than the existing road, what kind of foundation material will
be used, granular road base material or soil?
Response: As indicated in the previous response, the existing road will be
excavated to provide proper embedment of the first layer of geogrid. Any fill or
backfill required for the MSE wall foundation will conform to the specific
requirements in specification section 31 38 40 – Geosynthetic Reinforcement –
MSE Wall. The entire wall base will rest on prepared subgrade as required by the
project specifications and CQA Plan. Section 2.2.1 of the CQA Plan has been
updated to clarify these requirements.

c. Will differential settlement be a concern if two different foundation materials are
used as the foundation soil? Provide settlement analysis to demonstrate the
responses.
Response: Based on the settlement analyses provided in Part J of the permit
application, excessive differential settlement above acceptable thresholds for MSE
wall performance are not anticipated. Tensar has indicated allowable differential
settlement along the face of the wall is up to 1” per 50” and up to a 5% slope as
measured from the face of the wall to the back of the reinforcement. These
thresholds have been added to the Operations Plan and the MSE Wall Inspection
Form provided in Part D of the application.

d. The testing items on borrow material for all earth work should include all
foundation design parameters in J & K of the Permit Application. The testing
methods and frequencies of QA test menu shall be described in the CQA Plan
Response: Section 2 of the CQA Plan has been updated with specific specification
references to direct the reader to the foundation design parameters, testing
methods, and CQC testin frequencies. Section 2 has also been updated to require
CQA testing at a frequency of at least 10% of the CQC testing required.

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v. Specify the minimum compaction effort (clayey soil) or relative density (granular soil, if
the existing road base will be used as foundation soil) on the foundation soil based on
the QC testing requirements. The compaction equipment to be used and the minimum
number of passing should describe.
Response: As previously stated, the existing road will generally be excavated to
provide the required subgrade for the first layer of geogrid reinforcement. A reference
to specification Section 31 38 40 – Geosynthetic Reinforcement – MSE Wall, has been
added to Section 2.2.1 of the CQA Plan which contains specific requirements for MSE
wall subgrade preparation.

vi. Prior to constructing the first layer of the MSE wall, the MSE wall sub-consultant
(Tensar Corporation) must confirm in writing that wall foundation has been prepared
and compacted to the elevations and grades according to the wall design and CQA
plan. The acceptance document should be appended to the certified CQA report.
Response: Confirmation that the MSE wall foundation has been adequately prepared in
accordance with the requirements of the project plans, specifications, and CQA Plan is
the responsibility of the Construction Quality Assurance Consultant and not Tensar.
Foundation acceptance documentation from the Construction Quality Assurance
Consultant will be provided in the certified CQA report. Section 2.2.1 of the CQA Plan
has been updated to include this requirement.

(Sections 2.2.1 & 2.2.2) Which is the project specification referring to? Section 31 23 00–
Earthwork?
Response: Yes. References to this specification have been added to the text.

(Section 2.2.3) The Technical Specification does NOT contain any specified section regarding
the material & construction specifications of Vegetative Support Soil or topsoil layers.
Response: Specification Section 31 38 35 – Erosion Control Layer, addresses requirements
for Vegetative Support Soil. The name of this specification has been changed to Vegetative
Support Soil in the current submittal to avoid confusion.

Specification Section 32 91 13 – Topsoiling and Finished Grading has been added to Part I of
the permit application and Section 2.2.4 has been added to the CQA Plan to address topsoil
CQA requirements.

(Section 2.3) Per Rules 15 NCAC 13B .1624 & .1627, test pads for both landfill baseliner and
final cover systems must be properly constructed and tested. This Section does NOT provide
any test pads CQA requirements.
Response: Test pad requirements have been added to Section 2.3.

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(Section 2.3.1.) This Section should discuss the CQA requirements for the subgrade of the
landfill baseliner as well per Rules 15 NCAC 13B .1624(b)(4) & (7) & the selected design
parameters (such as density & shear strength, etc.) in the landfill designs – bearing capacity,
settlement analysis, slope stability analysis.
Response: The requested discussion has been added to Section 2.3.1 Soil Liner Subgrade
(renumbered 2.3.2).

(Section 2.3.2)
i. This Section shall be more specific which Technical Specification is referring to.
Response: Specification references have been added to Section 2.3.2 (renumbered
2.3.3)..

ii. The Section specifies that QA testing on soil liner material at a frequency of
approximately 10 percent of requested CQC tests which SHALL include all tests that
are listed in table in Part 3.3B of Section 31 38 10-7. Please confirm this is the intent in
Section 2.3.2 of the CQA Plan.
Response: The stated assumption is confirmed. Section 2.3.2 (renumbered 2.3.3) has
been revised to clarify this.

(Section 3 - Geomembrane Installation)
i. This Section shall describe the geomembrane (type- HDPE & LLDPE, texture vs
smooth, thickness) to be used in the landfill project.
Response: Geomembrane descriptions have been added to Section 3.1.1.

ii. (Section 3.2.2) The subsurface acceptance certificate should be included in the
certificated CQA report.
Response: This requirement has been added to the text in Section 3.2.2.

iii. (Section 3.2.3)
a. The Section 1.7.3 describes the pre-construction meeting regarding geosynthetic
liner & material for the project. Please correct typo.
Response: The typo has been corrected.

b. There is no Section 3.2.3.1 in this Section 3.2.3. Please describe the context of
Section 3.2.3.1.
Response: Section 3.2.3.1 – Field Panel Identification is included directly after
Section 3.2.3.

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(Section 4 - LCR)
i. The leachate force-main is subject to relocation; therefore, the CQA for material (if the
new force-main will be used) & construction of force-main is required; especially, the
hydrostatic testing requirements.
Response: The relocated leachate forcemain has been added to Section 4.3.2.

ii. The existing riser inside the sump will be extended to the top of MSE wall. The
extension length for each riser should be specified.
Response: The extension lengths for each sump riser has been added to Section 4.3.2.

iii. Will the existing pump at each sump be replaced due to additional lift generated from
the extension of the riser?
Response: Leachate pump calculations have been added to Part K of the permit
application. The calculations demonstrate that relocation of the pump stations will have
minimal impact on the operating capacity of the existing pumps.

(Section 5 - Geotextile)
i. (Section 5.1) Does ASTM standard define “Minimum Average Value?” Is there a reason
why the project uses the FHAW definition in landfill project?
Response: The correct reference should be ASTM D4439, Standard Terminology for
Geosynthetics. The reference has been corrected.

ii. Geotextile will be used for separation, cushion, and filtration purposes in this project;
therefore, the specific properties for each described function shall be listed in this
Section.
Response: The proposed geotextile types are listed in Section 5.2 along with the
specification reference that lists the required properties.

(Section 6 - HDPE Manhole, Piping & Fitting)
i. Does the project require HDPE manhole? Please specify the location (s).
Response: No. Section 6 has been revised to remove references to HDPE manholes.

ii. The leachate force-main is subject to relocation; therefore, the CQA for material (if the
new force-main will be used) & construction of force-main is required; especially, the
hydrostatic testing requirements.
Response: Discussion of the leachate forcemain relocation and CQA requirements
have been added to the text in Section 6.1.

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iii. Riser, pump
Response: Discussion of the sump riser extensions and CQA requirements have been
added to the text in Section 6.1.

iv. Will this section cover the LCR force-main and riser? The Section 6.1 shall list all
related material, specified length, diameter, rating, strength, etc.
Response: The requested information has been added to Section 6.1.

v. Provide detailed pressure testing protocols and testing methods.
Response: References to the appropriate project specifications which contain the
requested information have been added to section 6.3.

(Section 7- HDPE Geonet)
i. The title is misleading. The material proposed to be used are NOT geonet but
geocomposite drainage material per Specification Section 31 32 18. For the sake of
consistency, revised the title of the Section 7 and replace “geonet” by “geocomposite
drainage material.”
Response: References in the CQA Plan have been changed to “drainage composite”
to be consistent with Section 31 32 18.

ii. This Section should specify the CQA testing requirements. The Section 7.2 states that
the CQA consultant will examine all manufacturer’s certification to ensure that the
property values listed on the certifications meet or exceed the project specification.
a. Please state which project specification(s) should be followed.
Response: The appropriate specification references have been added to Section
7.

b. Without conduct any CQA test on the received material, the CQA Plan fails in
meeting the requirements stated in Rule 15A NCAC 13B .1621(b).
Response: A reference to specification Section 31 32 18 has been added
referring the reader to the location of specific testing requirements as well as a
statement stating CQA testing shall be a minimum of 10% of the required CQC
testing.

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iii. (Section 7.8) This section shall specify the minimum thickness (in feet) of soil/earthen
material shall be placed over the in-place liner material prior to allowing the specified
vehicle or machinery (rubble tires or track) to construct the following layers – a
protective soil cover (base liner system) or a vegetative support layer (final cover
system).
Response: The requested information has been added to Section 7.8.

(Section 8 - GCL)
i. (Section 8.1) MARV is defined in the ASTM D4439.
Response: The reference has been corrected.

ii. Please add the ASTM D 4873 should be followed for labeling, shipping, and storage
geosynthetic material to the Sections 8.2 & 8.3.
Response: The reference has been added to Sections 8.2 and 8.3.

iii. Part 1.4A.2. of Specification Section 31 05 19 specifies the GCL sample for CQA
testing. The Section 8 shall provide CQA test on GCL, which should include the test
items, frequencies, and methods and passing criteria.
Response: A reference to specification Section 31 05 19 has been added referring the
reader to the location of specific testing requirements as well as a statement stating
CQA testing shall be a minimum of 10% of the required CQC testing.

iv. GCL (Section 31 05 19) does not provide the specification of placement of soil material
on top of the GCL. Please add the requirements to this Section or to the GCL
specification - Section 31 05 19.
Response: Requirements for the placement of soil over the GCL have been added to
Section 8.7 of the CQA plan and specification Section 31 05 19.

(Section 9 – Geogrid & Section 10 – MSE Wall)
i. For geogrid, Section 9.2 shall meet the same requirements as stated in Section 3.1.
Response: Section 9.2 has been updated as requested.

ii. (Section 9.6)
a. The penetration through the geogrid layer shall be discussed.
Response: The requested discussion has been added to Section 9.6.

b. The special requirements for placement of geogrid at curvature locations.
Response: The requested discussion has been added to Section 9.6.
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iii. (Section 9.8)
iv. According to Section 10.1 the MSE wall subconsultant shall provide the geogrid CQA
and specification for the project. Therefore, Section 9 may be used as the guidance to
review the package submitted by the MSE wall subconsultant when the package is
available.
Response: The CQA Consultant is responsible for providing CQA during MSE wall
construction including geogrid installation. Section 9.9 has been added to the CQA
Plan requiring the CQA Consultant to review the detailed MSE wall design.

v. Section 10.1 states that detailed design of the MSE wall is the responsibility of the MSE
Wall subconsultant. Therefore, the MSE wall sub-consultant (Tensar Corporation) shall
provide the individual wall design package including the CQA Plan & drawings
consistent to the Technical Specifications and wall design in the Permit Application.
The Permit Application provides wall packages made by HDR and Tensar, which
creates confusion of which one is the final design of the wall. The Permit Application
shall have the final MSE wall submittal completed by the MSE wall sub-consultant and
this individual submittal shall include, but not limited to,
a. Wall design [(including theories, assumptions & utilization of J-Geotechnical Data
in the Permit Application, detailed calculations (an illustration/example of wall
design is required if the computer software package is used for design), and
references]. Pay special attention to lateral earth pressure coefficients used for
wall design. The wall will resist lateral pressures from i) both earthen berm (non-
reinforced or retained soil/inboard wall of the MSE wall and municipal soil wastes
which shall consider the density increase with ages and depths) and ii)
dynamic/machine-induced pressures from landfill operations.
Response: HDR is responsible for the overall design of the proposed MSE wall
landfill expansion including location, height, and general geometry of the wall
while detailed design of the MSE wall component has been subcontracted by HDR
to Tensar who specializes in MSE wall design and produces proprietary materials
used in their design. The information provided by Tensar is complimentary to the
information provided by HDR and does not represent separate wall design
packages.

The MSE wall calculations and design drawings provided by Tensar in Part K and
L of the permit application, respectively, are construction level documents. Please
note that the drawings and specifications provided are issued for NCDEQ
approval and not issued for construction and therefore do not represent the final
design of the wall. The final design of the wall will be provided in the Issued for
Construction drawings and specifications will be produced after the bidding
process and are anticipated to be consistent with the issued for approval
documents but will contain additional detail required for construction. Any
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significant changes between the two sets of drawings and specifications will be
brought to the attention of NCDEQ prior to construction.

Since CCU is a public entity, the MSE wall subconsultant and supplier of the MSE
wall geosynthetic materials cannot be sole sourced to Tensar. During bidding,
general contractors may either partner with Tensar as their MSE wall
subconsultant/materials supplier and elect to use the design documents provided
by Tensar in the permit application or they can select an alternate MSE wall
subconsultant/materials supplier. If an alternate is selected, the general contractor
would be required to submit an MSE wall design equivalent to that provided by
Tensar which HDR will review for equivalency and conformance with the
construction and permit documents.

HDR and Tensar believe that the MSE wall information already provided by, and
certified by, Tensar in Parts K and L of the permit application meet the standard of
care for such projects and provides the information requested above.

b. The CQA Plan & Technical Specification for the wall components.
Response: See previous response. The CQA Plan and Technical specifications
are provided in Parts C and I of the permit application, respectively.

c. Drawings.
1. The layout (plan view) and elevation view (elevations above mean seal level
based on on-site survey benchmarks and widths) of the wall – Phase A by
survey stations.
Response: This information has already been provided in the Tensar
drawings provided in Part L of the permit application.

2. The cross-sections to detail geosynthetic reinforcement info (type, strength,
length) by segments (stations to stations, elevations, etc.) and reinforced soil
engineering parameters, dimensions of each lift/course.
Response: This information has already been provided in the Tensar
drawings provided in Part L of the permit application.

(Section 11 – Survey)
i. The following testing (including failure ones) and repair locations of all liner
components should be surveyed and included in the certified CQA reports:
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a. liner systems: HDPE (base liner), LLDPE (final cover), GCL, and geosynthetic
drainage composite and compacted soil liner.
Response: The requested surveying requirements have been added to Section
11.5.

b. locations/alignments and gradient of LFG piping and components (sumps &
valves).
Response: The requested surveying requirements have been added to Section
11.5.

ii. The MSE wall survey requirements and items including as-built data and drawings are
not available.
Response: MSE wall survey requirements have been have been added to Section
11.5.

iii. (Section 11.7) This section should specify the measurement of a layer thickness at the
sloped area.
Response: The requested information has been added to Section 11.7.

iv. (Section 11.9) The mentioned Paragraph 9.5 is either irrelevant or not available in the
CQA Plan.
Response: The paragraph reference has been corrected to 11.5.

(Section 12 – Documentation)
i. (Section 12.2.3) The non-conformance documents shall be included in the certified
CQA report.
Response: The requested requirement has been made to Section 12.2.3.

ii. (Section 12.4) The changes or modifications of designs and project specifications
including QA/QC testing shall notify the SWS for a review and approval. All changes,
modifications, and deviations from the approved design, plan, or specification shall be
documented and included the certified CQA Report. Please add the requirement to this
section.
Response: The requested requirement has been added to Section 12.4.

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iii. (Section 12.6) Please provide a “Table of Content” of the CQA report for this landfill
expansion & MSE wall project which lists all components, according to the CQA Plan
and Technical Specification.
Response: A sample Table of Contents for the CQA report has been added to Section
12.6.

D-Operations Plan
(Section 1) Please provide the drawing number (s) for the referenced landfill existing
conditions, proposed expansion areas, the fill phasing, proposed final contours, and erosion
control plans.
Response: The requested references have been added to Section 1 and the text has been
revised to make it more applicable to the current project.

(Sections 3) Wastewater treatment sludges are allowed for co-disposal with other permitted
waste streams according to the Rule 15A NCAC 13B .1626(1)(e). The wastewater treatment
sludges meet the following requirements may be disposed at the landfill.
i. Do not contain hazardous wastes or PCBs which are confirmed by analytical tests – US
EPA test methods SW-846,
Response: The text in Section 3 has been revised to include this requirement.

ii. come from the known resources inside landfill service area, and
Response: The text in Section 3 has been revised to include this requirement.

iii. satisfy the free-liquid requirement in Rule 15A NCAC 13B .1626(9)(c).
Response: The text in Section 3 has been revised to include this requirement.

(Section 3.3) The landfill shall not accept wastes for disposal according to Franchise
Agreement and NCGS 130A-309.10(f). Please add the requirements to this Section.
Response: This requirement has been added to Section 3.3.

(Section 3.4) The Contingency Plan should discuss how to manage the prohibited /
nonconformance wastes when they are left at/by the working face and waiting for the
responsible person(s) to properly dispose of or the responsible person(s) can’t be identified in
a short time period.
Response: The requested discussion has been added to Section 3.4.

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(Section 4.1) The repaired liner system must be tested according to the approved CQA Plan
and Technical Specification. A written report should be submitted to the SWS for a review
and approval.
Response: These requirements have been added to Section 4.1.

(Section 4.2) The working face at the expanded areas is confined or sandwiched by the MES
wall/inboard slope (3 to 1) and the existing wastes in Phases 1 & 2. Will the waste disposal
procedures be different from those described in the Section? The Section should address the
following concerns, but not limited to:
i. Haul road locations relative to the fill sequences at the expanded areas should be
discussed.
Response: New Section 4.3 has been added to address operational procedures
specifically related to the working face in the confined expanded area. The requested
discussion has been added to Section 4.3.

ii. The unloading waste and turning around for a waste vehicle may be limited or
restricted by the narrow working face at the expanded areas, the traffic control and turn
around area should be discussed.
Response: New Section 4.3 has been added to address operational procedures
specifically related to the working face in the confined expanded area. The requested
discussion has been added to Section 4.3.

iii. Procedures to protect the existing LFG collection wells and lateral piping/valves from
waste operations on the exterior side slopes of the Phases 1 & 2.
Response: New Section 4.3 has been added to address operational procedures
specifically related to the working face in the confined expanded area. The requested
discussion has been added to Section 4.3.

iv. How to manage the existing vegetation and intermediate soil cover over the in- place
waste on the exterior side slopes of the Phases 1 & 2.
Response: New Section 4.3 has been added to address operational procedures
specifically related to the working face in the confined expanded area. The requested
discussion has been added to Section 4.3.

v. Stormwater and leachate separation device (s) – GRC specifications and berms/
stormwater management system.
Response: New Section 4.3 has been added to address operational procedures
specifically related to the working face in the confined expanded area. The requested
discussion has been added to Section 4.3. A reference to the GRC specification
Section 31 35 19 has been added.
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vi. Drawings including typical details as supplement pertaining to the above narratives
from items (i) through (v) are required.
Response: References to applicable details located within the Facility Plan Drawings
have been added to Section 4.3.

(Section 6) On July 23, 2018, the CCU requested to relocate the establish a CAB collection
area from landfill - Phase 3 area to a new area (approximate 2 acres) by the White
Goods/Scrap Metal Collection Area as shown on Sheet 00G-003. The request was approved
by the SWS. The latest Facility Compliance Inspection Report states the CAB is operational
at the new location and the CCU plan possible lateral expansion of the collection site. Please
state the current status of the CAB unit in the Section.
Response: The location of the CAB area has been revised in Section 6.

(Section 7) The SWS hydrogeologist requests a submittal of individual landfill gas monitoring
plan for review and approval. The guidance for preparation of the plan can be found in the
link - https://files.nc.gov/ncdeq/Waste%20Management/DWM/SW/Field%20Operations/Envir
onmental%20Monitoring/LandfillGasMonitoringGuidanceDocument.pdf.
Response: The landfill gas monitoring plan for the facility is provided as Part F of the permit
application and Sheet 00C-12 of the HDR Facility Plan Drawings in Part L of the permit
application. Please note that since the proposed MSE wall expansion results in limited lateral
expansion of the landfill, the existing network of methane detection probes for Phases 1 and
2 will be used.

(Section 8) The proposed wall construction and modification of the approved BMPs for
stormwater management system for final cover system should obtain an approval from the
NC Land Quality section. The approved documents and permits should be appended to the
Operations Plan.
Response: The proposed MSE wall expansion has been designed such that the post-wall
construction drainage areas leading to the existing sediment basins do not exceed the
drainage areas assumed in the original sediment basin design calculations. Additional
approval by the NC Land Quality Section is therefore not needed.

(Section 9.1) The second paragraph of the Section states that “the inboard slope of the MSE
wall will continue the existing 3H:1V lined inboard slope of the perimeter berm to the top of
the MSW wall.”
i. Add the drawing Sheet No. 00C-20 as reference.
Response: The requested reference has been added to Section 9.1.

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ii. Will the described construction approach be only applicable at the existing sump area
or applicable for all new expanded waste footprint enclosed by MSE wall - Phase A?
Please revisit the Section 1.3 of the Engineering Plan and have the consistent
descriptions of the baseliner and LCR system throughout the Permit Application.
Response: The construction approach is applicable to all new expanded waste footprint
areas enclosed by the Phase A MSE wall. The descriptions of the baseliner and LCR
system have been reviewed and updated for consistency.

iii. Add the reference of the alternative baseliner system as shown drawing Sheet No.
00C-19.
Response: The requested reference has been added to Section 9.1.

(Section 9.6) Regarding the stormwater separation at the new expanded disposal area
between inboard wall/berm and the existing disposal area (Phases 1 & 2), please show the
typical stormwater/leachate separation device (including GRC & temporary sump) and landfill
base liner connection on drawing.
Response: Detail 2 on Sheet 00C-25 has been added to show a schematic representation of
a temporary stormwater sump that may be used to control stormwater and leachate
production in the valley between the MSE wall and existing waste until the area is filled with
waste. A reference to this detail has been added to Section 9.6.

(Section 13) The following document shall be placed in the operating record:
i. Permits and the approved permit applications including as-built document for landfill
construction and closure activities.
Response: This requirement has been added to Section 13.

ii. Fire occurrence reports, open burning permits/approval documents.
Response: This requirement has been added to Section 13.

iii. Amount of leachate generated and leachate line cleaning/flushing records.
Response: This requirement has been added to Section 13.

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(Section 14) MSE wall inspection should be conducted at three different periods: during the
construction, after the wall completion & initiating landfilling, and inactive & post- closure
period. Inspections conducted at each period should be described and an inspection checklist
should be prepared individually and appended to the CQA Plan, Operations Plan and Post-
Closure Plan. The inspection items should be routinely modified according to the on-going
changes of the site situation.
i. Inspection of the wall during the construction period that is part of the QA/QC
processes shall be the responsibility of the wall contractor and the Engineer on behalf
of the CCU according to North Carolina Building Codes (specifically Chapter 17-
Special Inspections, referring Comment No. 3d). The inspection report shall be
appended to the certified CQA report.
Response: The requested requirements have been added to Section 10.3 of the CQA
Plan.

ii. Inspection of the wall during the operational period & post-closure may be conducted
by the landfill employee or the third party.
a. Describe the minimum requirements of training credential and experience of MSE
wall inspections.
Response: The requested requirements have been added to Section 14.1 of the
Operations Plan and Section 6 of the Post Closure Plan.

b. Please define the triggering point when the wall requires repairs – the
measurement of wall displacement – vertical settlement, lateral movement
(longitudinal and converse directions).
Response: The requested triggering points have been added to Section 14.1 of
the Operations Plan and Section 6 of the Post Closure Plan.

c. Describe any requirement according to building codes or ordinances.
Response: The requested requirements have been added to Section 14.1 of the
Operations Plan and Section 6 of the Post Closure Plan.

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(Section 14) The MSE wall constructed with geosynthetic reinforcement (such as geogrid or
geotextile) can be significantly more flexible and extensible than metallic reinforcement. The
visual inspection described in this Section & Appendix D of the Operations Plan will be helpful
but can’t quantify the severity of wall movements (either lateral displacement or vertical
settlement) and provide an early warning of wall failure or demonstrate the anticipated by
calculated settlement (as stated in Section 6.3 of J – Geotechnical Data of the Permit
Application) will be completed. The CCU shall provide more sophistical monitoring plan by
i. Installing adequate amount of instrumentations (such as settlement plate, slope
indicator, strain transducers, or devices with equivalent function) or surveyor
monuments at the suitable locations to monitor and document the wall movement
throughout the lifetime of the landfill. A monitoring plan, at a minimum, includes the
monitoring items, location, frequency, instruments/devices/equipment, technician
qualification, data collection & reduction, and report contents of each monitoring event,
etc. The report shall be certified and signed/sealed by a professional engineer who is
registered in the State of North Carolina.
Response: An MSE Wall Monitoring Plan has been added as Section 14.2 of the
Operations Plan and Section 6.2 of the Post Closure Plan.

ii. Preparing a contingency plan for managing waste should the wall fail. The plan may
include, but not limited to:
a. The CCU should use the available computer model (such as material point
method or other equivalent model) to estimate the maximum run-out distance if
the MSE wall fails. The worst scenario case should be evaluated, and the results
from the evaluation may be assisting the preparation of the containment system
required by the Contingency Plan
Response: Tensar has indicated they are not aware of this type of modeling being
required for any of their previous MSE wall projects. HDR has not been able to
locate any readily available model to provide this analysis for solid waste
applications. The intent of the proposed MSE wall inspection plan is to identify
signs of instability within the wall such that repairs can be made well before failure
occurs. Instability would be indicated by gradually increasing deformations over
time and not by a sudden catastrophic failure. The requested modeling is
therefore not readily available and is not considered to be of any benefit.

Slope stability analyses were performed to evaluate the unlikely condition where
all geogrid reinforcement within the wall failed and did not provide any tensile
strength (see the Geotechnical Engineering Report in Part J of the permit
application). These analyses, performed under both total stress and effective
stress conditions, indicated that the wall failure surface would extend only into the
compacted backfill within the reinforced portion of the wall or the structural fill
berm located behind the reinforced zone. The failure surfaces did not enter into
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the waste placed behind the MSE wall. Since the anticipated failure surface
includes a limited amount of compacted backfill in the vicinity of the face of the
wall, the displaced fill upon wall failure will remain in the near vicinity of the toe of
the wall and large scale outward flow of soil or waste will not occur. There is
sufficient room between the toe of the main MSE wall (MSE Wall 1) and Grassy
Creek as well as other infrastructure located on the outboard side of the wall to
contain the failure without affecting the creek or infrastructure. For instance, the
closest distance from the toe of the main MSE wall to Grassy Creek, the sewer
easement, and railroad right-of-way are approximately 100 feet, 150 feet, and 500
feet respectively. This discussion has been added to Section 14.4 – MSE Wall
Contingency Plan of the Operations Plan.

b. Based on the current available theories and calculations to establish the maximum
quantities of the lateral and vertical movements of the wall. Appling a selected
factor of safety to the define the triggering point to alarm the CCU taking all
necessary actions to prevent the wall structure failure. The requested monitoring
and safety mechanism MUST be established and implemented on the wall
segments paralleling the railroad and Grassy Creek.
Response: Tensar has provided HDR with recommended triggering points for
lateral and vertical movements of the wall which have been included in Section
14.1 of the Operations Plan.

c. Reporting and notification requirements to SWS and other parties will be impacted
by the waste exposure – the company owns nearby railroad, the agencies (both
the State and local government) manage the nearby Grass Creek. The time frame
of a verbal and a written notification/report should be provided.
Response: Reporting requirements to the SWS in the event of an MSE wall failure
or triggering point exceedances have been added to the Sections 14.1 and 14.4 of
the Operations Plan. As previously noted, a catastrophic failure of the MSE wall is
not anticipated to result in the flow of waste outside of the proposed limits of
waste. Collapse of the reinforced zone of the MSE wall will be contained in the
immediate vicinity of the wall within the facility property line and will not affect any
easements, right-of-ways, streams, or wetlands. Such notification requirements
are not considered necessary.

d. Containment system to retain the wastes within the landfill property and isolate,
confine, and cleanup the waste if the wastes move outside the landfill property.
Response: As previously discussed, catastrophic failure of the MSE wall is highly
unlikely to result in the movement of waste outside of the landfill property. A MSE
Wall Contingency Plan; however, has been added as Section 14.4 of the
Operations Plan and Section 6.4 of the Post Closure Plan to address repairs and
restoration due to an MSE wall failure.
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(Section 14.1)
i. The training, experience, and education credential for the inspector should be
specified. This inspection frequency and inspector credential may have to satisfy local
building code as well. Please provide requirements based on the NC State Building
Code or the City ordinance requirements; whichever is stricter.
Response: The requirements for the inspector have been added to Section 14.1 of the
Operations Plan.

ii. The visual inspections should include
a. The presence of cracks in reinforced fill at the top of the wall, on the exterior or
inboard slope of the wall, or on haul road surface on top of the wall.
Response: These requirements for visual inspections have been added to Section
14.1 of the Operations Plan.

b. The inclined guardrail or utility pole(s), if any.
Response: This requirement for visual inspections has been added to Section
14.1 of the Operations Plan.

iii. In addition to the notification requirements, the Section should set a schedule for
assessing the observed problem (s), preparing/submitting an action plan to fix each
observed problem, the follow-up reports. The “as soon as” is not acceptable schedule
for both Sections 14.1 & 14.2.
Response: The requested information has been added to Section 14.4 of the
Operations Plan.

(Section 14.2)
i. The Operations Plan shall discuss the measures and accesses to manage windblown
trash, vegetation management, and maintenance/repair activities associated with the
MSE wall. In addition to the stated activities in the Section, the plan should also
address the concern of litters/trashes which are carrying by wind and falling, lodging or
hanging on the exterior side of the MSE wall. The portable and permanent litter fences
may not be 100% capturing wind-blown litter. The CCU should design a path or paths
to safely access the wall structures and conduct the described activities. Inaccessibility
should not be an excuse for not implementing the planned activities.
Response: The noted concerns have been addressed in Section 14.3 of the Operations
Plan.

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(Appendix D) MSE wall inspection form. The following areas, but not limited to, should be
added to the inspection items.
i. Facing Unit.
a. Sign of vandalism.
Response: This requirement has been added to the MSE wall inspection form.

b. Burrowing animals
Response: This requirement has been added to the MSE wall inspection form.

ii. Top of the wall
a. Longitudinal or transverse cracks – locations, depth, length & width; exposure of
geosynthetic reinforcement.
Response: This requirement has been added to the MSE wall inspection form.

b. Washing out or erosion at the area adjacent to discharge of slope drain or
perimeter channel overtopping
Response: This requirement has been added to the MSE wall inspection form.

c. Settlement around the drop inlet/catch basin in the perimeter channel due to
downdrag force (negative friction) on the precast concrete manhole pipes.
Response: This requirement has been added to the MSE wall inspection form.

iii. Energy dissipator at the discharge end of drop inlet
a. Trashes or obstructions.
Response: This requirement has been added to the MSE wall inspection form.

b. Signs of erosion or stains.
Response: This requirement has been added to the MSE wall inspection form.

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G-Closure Plan
(Section 1)
i. This Permit Application requests an approval of new waste footprint of 70 acres in the
MSWLF - Phase A as shown Table 1 of the Facility Plan. Please explain why the
maximum area requiring a cap is 58 acres, not 70 acres in both Sections 1 & 4 of the
Closure Plan.
Response: Section 1 has been corrected to indicate a maximum closure area of 70
acres. Additional text has been added to Section 4.2 to explain the calculated
maximum Phase B closure area of 36 acres.

ii. The descriptions of the alternative final cover system do not provide the whole history
of the submittals of the permit modifications and status of review processes. Please
detail the current status of the permit application and provide the related documents
after 2016 (DIN28113 & 28805) in Appendix A.
Response: The requested information has been added to Section 1 of the Closure
Plan.

(Section 2) Provide the referenced of the MSE Wall Geotechnical Report.
Response: The requested reference has been added to Section 2.

(Section 3) What is the slope of the final cap? What is the maximum grade/elevation, and why
this grade is selected?
Response: The requested information has been added to Section 3.

(Sections 5 and 6)
i. The modifications to the previously approved stormwater and erosion control system,
including hydraulic designs and calculations (K & L of the Permit Application) for the
MSE wall construction & the revised landfill final cover (integrating wall to the final
cover system), should be approved by the NC Land Quality Section. The approval
document and permit shall be appended to the Permit Application.
Response: See response to Comment 52.

ii. Provide detailed descriptions of the proposed BMPs shown on the drawings, such as
the discharge end of downslope drains, impermeable perimeter channels, anti- splash
barrier, perimeter channel drop/structure, etc.
Response: The requested descriptions have been added to Sections 5 and 6.

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iii. Based on the stormwater calculations (K-Calculations), can the existing sediment
basins accommodate the design stormwater flow generated from a 100-year storm
event?
Response: No. According to the original sediment basin design calculations, the basins
were designed to accommodate the 25-year storm event.

(Section 7) The narrative in the last sentence of this Section is questionable and contradict to
the narrative in Section 4.3 of the Post-Closure Plan.
Response: The last sentence of Section 7 of the Closure Plan has been revised to be
consistent with the narrative in Section 4.3 of the Post Closure Plan.

(Section 12) This Section may want to discuss the submittal of the modification of the closure
plan and finalization of the components of the landfill cover system as stated in Sections 1, 2,
& 4 of the plan. The submittal of the revised plan to SWS for a review and approval shall be
no later than 90-working days prior to closure activities.
Response: The requested discussion has been added to Section 12.

H-Post-Closure Plan
(Section 4) Please provide the requested info below:
i. Table 1 should add the leachate breakout as the inspection item. The inspection
frequency shall be described.
Response: The requested information has been added to Section 4.

ii. Describe the leachate breakout notification requirement per Rule 15A NCAC 13B.
1604(b)(2)(L)(iii) and follow-up actions to investigate the impacts on environment media
– soil, sediment and water quality.
Response: The requested information has been added to Section 4.

iii. Discuss the measures to remediate leachate outbreak.
Response: The requested information has been added to Section 4.

(Section 4.7) When the landfill gas capacity is not economically feasible for the LFGTE
project, this Section shall discuss the gas treatment option such as directly release gas to
atmosphere or destroy the gas by a flare or flares. The costs for each option should be added
to the cost estimates.
Response: The requested discussion has been added to Section 4.7. The cost of operation
and maintenance of a flare has been added to the post-closure care cost estimate.

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(Section 5.1) Inspection frequency for the leachate outbreak and stormwater BMPs shall
include the non-scheduled inspection - after the major storm event is occurred.
Response: This requirement has been added to Section 5.1.

(Section 5.2) The on-going groundwater corrective action at the landfill facility shall be briefly
discussed.
Response: This discussion has been added to section 5.2.

(Appendix C Post-Closure Cost Estimates)
i. The costs associated with closing leachate tank facility according to Section 4.5 per
Rule 15A NCAC 13B .1680(f).
Response: The requested costs have been added to the post-closure cost estimate.

ii. The cost of decommissioning the landfill gas to energy system (LFGTE) as described in
Section 9 of the Closure Plan should be included in the cost estimates. Although the
operations of the LFGCCS and LFGTE by an independent contractor, the CCU is
ultimately responsible for the system decommissioning costs.
Response: The requested costs have been added to the post-closure cost estimate.

iii. Financial assurance for long-term performance, inspection/monitoring (in Section 5.1),
and repair. According to GRI Report No. 40, the average cost to remediate excessively
deformed or collapsed MSE wall or berms is almost twice the initial cost of the
construction. CCU must provide sufficient and adequate financial assurance (FA), in
addition to the existing FA required by Rule 15A NCAC 13B.1628 and N.C.G.S. 130A-
295.2, to cover costs for
a. Long-term inspection and monitoring MSE wall performance and safety.
Response: Costs for long-term inspection and monitoring of the MSE wall have
been added to the post-closure cost estimate.

b. Cleanup any solid waste that shifts outside the waste footprint, reconstructing wall,
removal and disposal of spilled wastes, and any damaged to the nearby
environment (including Grassy Creek) and infrastructures (utility lines, railroad,
etc.).
Response: As discussed under the response to comment 57.a., catastrophic
failure of the MSE wall would result in collapse of the reinforced zone of the MSE
wall and partial collapse of the perimeter berm behind the wall but is not
anticipated to extend to the waste. Any collapse would be contained within the
landfill property in the immediate vicinity of the wall and therefore is not anticipated
to impact adjacent properties, utilities, or environmental areas. Costs for
reconstructing portions of the wall have been added to the post-closure cost
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estimate but cleanup of spilled wastes and repair of damaged adjacent property is
considered unrealistic and has not been included.

c. Replacement of the wall when the service life is reached. The landfill and wall are
perpetual establishments but the service life of the MSE wall will only last for 70
years per AASHTO publications. The wall replacement and removal and disposal
or temporary storage of in-pace wastes during wall reconstruction are inevitable
costs must also be considered while preparing FA. The cost to construct Phase A
wall segment should be included in the Post Closure Cost Estimates.
Response: Tensar has designed the proposed MSE wall for a service life of 100
years although the structural integrity of the wall is anticipated to extend well
beyond the service life. Tensar has stated they have never seen a requirement to
include complete replacement of the entire wall in financial assurance for any of
their projects. This requirement is therefore considered unrealistic and excessive.

In lieu of complete wall replacement, a special inspection has been added to the
post-closure cost estimate near the end of the design service life of the wall to
evaluate the structural integrity of the wall and estimate the remaining service life.
If needed at that time, alternate means of wall remediation, such as soil nailing,
can be used which are more cost effective than full wall replacement. The cost of
soil nailing over 25% of the main MSE wall has been added to the post-closure
cost estimates.

d. The cost of 2 million dollars for potential assessment and corrective action per
NCGS 130A-295.2(h) is not included in the Post-Closure Estimates.
Response: The requested cost has been added to the post-closure estimate.

e. The costs for on-going groundwater remedial and corrective action is not included
in the Post-Closure Estimates.
Response: The on-going groundwater remedial and corrective action is related to
the closed unlined landfill (Unit 1) and therefore is not to be included in the cost
estimate for the western expansion area.

I-Technical Specification
The specifications should also include the following tasks:
i. Construction of a temporary path/haul road on the existing landfill unit – exterior side
slope of the Phases 1 & 2.
Response: The construction of temporary haul roads within the limits of the landfill is
typically performed by landfill staff, and due to their temporary nature, do not require
construction plans and specifications.
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ii. Intermediate soil cover (upper 6-inch cover material may be converted into compacted
soil liner per Section 2.3.1 of the CQA Plan).
Response: Procedures for incorporating the upper 6 inches of intermediate soil cover
into the final cover compacted soil liner is provided in Section 31 38 90 – Cap
Compacted Soil Liner.

iii. Survey requirements for the MSE wall/landfill expansion project.
Response: Survey requirements for the MSE wall/landfill expansion project are
included in Section 01 30 00 – Special Conditions, Paragraph 1.10 and have been
added to Section 31 38 40 – Geosynthetic Reinforcement – MSE Wall, Paragraph 1.3F.

iv. HDPE – Perimeter Drainage Channel/Catchment.
Response: The HDPE liner required for the lined perimeter drainage channel is the
same as required for the base liner system except that the color will be green. Section
33 47 14 – High-Density Polyethylene (HDPE) Membrane is therefore applicable for
this material. Section 33 47 14 has been edited to clarify this.

v. Drop Inlet/Precast Concrete Manhole.
Response: Section 33 05 15 – Precast Concrete Utility Structures has been added to
the specifications.

vi. Haul Road/Ramp.
Response: See response to Comment 72.i.

(Section 01 30 00)
i. The Section Part 1.10 specifies the survey requirements which are considered as
incomplete requirements. Please prepare a Section to specify more complete survey
requirements for this landfill/MSE wall project.
Response: Additional survey requirements have been added to Section 31 38 40 –
Geosynthetic Reinforcement – MSE Wall, Paragraph 1.3F.
ii. (Part 2.1D) The specified testing method ASTM D5321 is not applicable for testing
interface angle between GCL and soil or other geosynthetic material.
Response: The reference for the GCL testing has been changed to ASTM D6243 –
Standard Test Method for Determining the Internal and Interface Shear Strength of
Geosynthetic Clay liner by the Direct Shear Method.

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iii. (Part 2.1 C & D) The Parts should specify testing requirements for both landfill
baseliner and final cover systems.
Response: The requested information has been added to the specification.

iv. (Part 2.1E) The specified minimum interface angle of 21 degrees is NOT consistent
with designs and calculations present in the Permit Application. The specified minimum
interface angle 0 be summarized in a tabulate format including specified materials used
at different area, minimum interface angle, and testing method and frequency.
Response: Part 2.1E has been revised for consistency with other parts of the permit
application and the requested information has been added.

(Section 31 10 00) This Section should specify the site-specific cleaning requirements at the
existing landfill unit – exterior slopes of Phases 1 & 2, haul road, relocation or removal lines –
utility, LCR force-main, LFG wells & header piping, stormwater BMPs and drainage channels,
etc.
Response: The requested information has been added to Section 31 10 00.

(Section 31 05 19 - GCL)
i. (Part 1.2A) ASTM D 6243 – “Test Method for Determining the Internal and Interface
Shear Resistance of Geosynthetic Clay Liners by the Direct Shear Method” should be
added to this part.
Response: The reference has been changed.

ii. (Part 1.2B) Specify the GCL installer’s qualification and experience.
Response: The requested information has been added to Paragraph 1.2B.

iii. (Part 1.3A) The GCL manufacturer shall provide a certification that the manufactured
GCLs are broken needle-free concluded from continual MQA, 100% inspection, and
removal of any needles or metal debris.
Response: The requested information has been added to Paragraph 1.3A.

iv. (Parts 2.2B & 2.2C) The specified testing method ASTM D5321 is not applicable for
testing GCL shear strength & interface angle between GCL and soil or other
geosynthetic material.
Response: The ASTM reference has been changed.

v. (Part 3.1B.3) Define the excessive wrinkle with a maximum numerical measurement
(such as 5 inches). What happen if the excessive wrinkle is present?
Response: The requested information has been added to Paragraph 3.1B.3.
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vi. (Part 3.1B.7) Specify the bentonite spreading rate at seamed area -pound per linear
feet.
Response: The requested information has been added to Paragraph 3.1B.7.

(Section 31 23 00 - Earthwork)
i. Define “Soil Engineer” in this Section whose job description/responsibility and
qualification are not available in the CQA Plan.
Response: The correct term consistent with the CQA Plan is CQA Consultant. Section
31 23 00 has been revised accordingly.

ii. (Part 2.1A) Should this Part be coordinated with conclusions and testing results from
the on-site borrow pit study (BSCS)?
Response: Although the BSCS is specifically meant to locate soils suitable for low-
permeability soil liners, the results can be used to identify suitable soils for fill and
backfill. A reference to the BSCS has been added to this Paragraph 2.1F.

iii. (Part 2.1B)
a. If the structural fill is used for constructing landfill subgrade and berm intimately
connecting to the MSE wall, the material should be tested for density, density &
moisture relationship (Standard Proctor), plasticity index (Atterberg limits), and soil
shear strength (both cohesion and friction angle) which should either be equal to
or exceed the value concluded from the slope stability analysis - both global and
veneer slope stability analyses. Please list the CQA testing items, methods, and
frequencies and passing criteria.
Response: The requested information has been added to the specification.

b. What is the frequency and testing method for testing fill grain size distribution?
Response: The requested information has been added to the specification.

c. Why the structure fill is not be tested for material consistency such as plasticity
index (PI), moisture content, unit weight/density, and shear strength? Please add
the test items to the QA/QC testing including test methods and frequencies and
passing criteria based on the veneer slope stability design parameters.
Response: Shear strength requirements and testing have been added to the
specification which provides a performance requirement for the structural fill.
Testing for the other parameters listed is not required as long as the strength
requirement is met.

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iv. (Part 3.1A) Add the following requirement to this part.
a. To identify and confirm the locations of the existing LFGCCs piping/header and
LCR piping & force-main shall be included in this part.
Response: The requested text has been added.

b. To remove the existing waste edge markers, slope drainpipes and to construct a
temporary haul road over the in-placed waste along the exterior side slope of
Phase 1 should be specified in this part.
Response: The requested text has been added.

v. (Part 3.2D) According to Part 2.1B, the fill material shall have maximum size of 3
inches; why will this Part allow soil with grain size over 3 inches being used? Please
clarify.
Response: The maximum stone size in Part 3.2D has been corrected.

vi. (Part 3.4) The field QC testing on the in-place compacted fill must include testing items
(in-place moisture & density) methods, and frequencies. The testing locations and
testing results (including the failure ones) shall be documented in the certified CQA
report.
Response: The requested information has been added to the Section.

(Section 31 23 33 -Trenching, Backfilling, and Compacting for Utilities)
i. This specification shall be project specific- regarding installation of LCR force- main,
LFG header, condensate/air lines, subdrain, utility lines inside/adjacent to the MSE wall
structure. The specified material shall be consistent to the submitted drawings. Please
revise the specification accordingly.
Response: The requested revisions have been made.

ii. (Part 1.4A.4) What types of granular materials are specified here? NCDOT #58, 78M or
those described in the Permit Application.
Response: This information has been added to Part 1.4A.4.

iii. (Part 2.1A.) Is the correct density and moisture method specified? Referring Part 3.3A
of this Section.
Response: Paragraph 2.1A.1.b. has been deleted. Compaction requirements are in
Paragraph 3.5.

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iv. (Part 3.1A.) Define “Soil Engineer” in this Section whose job description/responsibility
and qualification are not available in the CQA Plan.
Response: Soil Engineer has been changed to CQA Consultant to be consistent with
CQA Plan.

v. (Part 3.2B.3) The Specification 33 05 16 is not available in the Permit Application.
Response: The reference has been deleted.

vi. (Part 3.2B.3) The drawings in the Permit Application do not contain any info of
trench/backfill tasks – dimensions of a trench, backfill material or depths, caution taps,
etc. Please add the info and trench details for installing each piping for this project.
Response: Detail 4/00C-22 contains a standard detail for typical RCP trenching. Detail
3/00C-20 has been added for typical HDPE pipe trenching.

vii. (Part 3.2D.2.e) Is the specification Division 26 relevant to the project?
Response: The reference to Division 26 has been deleted.

viii. (Part 3.4) Installation of plastic marking tapes/warning tapes shall be specified
including, but not limited to, the tape type (color code per Part 1.3A of Section 40 050
00 & tracer wire requirements), depth below the finish grade, etc.
Response: The reference to Section 40 05 00 has been added. Section 40 05 00 has
been revised to include pipeline marking requirements.

ix. (Part 3.6) What testing methods are going to use for testing in-place density?
Response: A reference to Paragraph 3.5 has been added to Paragraph 3.6 for in-place
density requirements.

(Section 31 32 18 – Drainage Composite)
i. The drainage composite material (DCM) will be used at both landfill baseliner system
and the final cover system of the landfill project. Will the specification be applicable to
both system? Please elaborate more.
Response: Yes, the specification has been updated to include additional information
such that it is applicable for the DCM to be used in both the base liner system and final
cap system.

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ii. (Part 1.4A.2)
a. The manufacturer’s document should be a mill certificate or affidavit signed by a
legally authorized official of the manufacturer for the material attesting that raw
material sand roll materials comply with the required physical and manufacturing
requirements.
Response: The requested information has been added to the specification.

b. The manufacturer shall provide a certification that the manufactured DCM are
broken needle-free concluded from continual MQA, 100% inspection, and removal
of any needles or metal debris.
Response: The requested information has been added to the specification.

iii. (Part 1.5A.) The described Specification Section 01 65 500 is not available in the
Technical Specification.
Response: The specification reference has been deleted.

iv. (Part 2.2) What are the specified test frequencies?
Response: The test frequencies have been added to Paragraph 2.2.

v. (Part 2.2C.2 & Part 2.3A)
a. Is the specified transmissivity value applicable to both LCR and final cover
system?
Response: These paragraphs have been revised to be applicable to both
applications.

b. Is the specific transmissivity value satisfactory the conclusions/calculations from
the Appendix A - Final Cover Veneer Stability of K – Calculations of the Permit
Application?
Response: These paragraphs have been revised to be applicable to both
applications.

vi. (Part 3.2)
a. Specify orientation of the roll-out DCM in corresponding the predominate flow
direction that the DCM designed for transmitting.
Response: This requirement has been added to Paragraph 3.2 B.

b. Specify the measure(s) from DCM with excessive wrinkles.
Response: Paragraph 3.3 C has been added with this information.
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c. Specify the maximum distance between ties or space between fasteners in anchor
trenches.
Response: Paragraph 3.2 G has been updated to include this requirement.

d. Specify how to seam & overlap the geotextile layers/components of the two
adjacent DCM.
Response: Paragraphs 3.2 G and I have been updated to include these
requirements.

e. The cover placement that should be specified for both landfill baseliner and final
cover systems is NOT available.
Response: References to the appropriate specification sections containing this
information have been added in Section 3.2 M.

f. The requirements of deployment of DCM in anchor trench and anchor trench
backfill are not available.
Response: Paragraph 3.2 L has been added to include these requirements.

(Section 31 32 19- Geotextile)
i. (Part 1.5A.) The described Specification Section 01 65 500 is not available in the
Technical Specification.
Response: The specification reference has been deleted.

ii. (Part 2.1B.) The described Specification Section 01 25 13 is not available in the
Technical Specification.
Response: The specification reference has been deleted.

iii. (Part 2.2.A.4) The frequencies for the specified MQA testing are not available.
Response: The MQC testing frequencies have been added to Paragraph 2.2 A.4.

iv. (Part 3.2)
a. Part 3 does not include test seam specification including frequency.
Response: The reference to testing geotextile seams has been deleted. Testing of
geotextile seams is typically not required.

b. There are no drawings show the location or specification regarding heat track the
geotextile overlap.
Response: The drawing references have been deleted.
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c. Which Part(s) of Section 31 23 00 specifies the fill placement and compaction of
the anchor trench.
Response: Paragraph 3.2 F has been revised to delete this specification
reference.

(Section 31 38 10 – Compacted Soil liner)
i. (Part 1.2A) All testing methods specified in the Section should be listed in this Part.
Response: The missing test methods have been added to Paragraph 1.2A.

ii. (Part 1.3) Section 1 33 00 is not available in the Permit Application
Response: The reference has been deleted.

iii. (Part 2.1B.1) The soil classification shall be identified by soil lab testing of ASTM
D2487 as stated in the Section, not visual method of ASTM D2488.
Response: The specification call out has been changed as requested.

iv. (Part 2.1C) Specify the maximum hydraulic conductivity value for soil liner.
Response: The maximum hydraulic conductivity is specified in Paragraph 1.5 A.1.

v. (Parts 2.1 & 2.2C) The soil density and shear strength should be tested to confirm that
the test results meet or exceed the design parameters used in the engineering designs
for landfill liner systems. Part 2.1 should specify the minimum values of soil density and
shear strength.
Response: Strength and density requirements are typically not specified for compacted
soil liners since this thin layer has negligible effect on global stability. The required
strength of the compacted soil liner in a sliding block analysis is already accounted for
in the interface shear testing required in Paragraph 2.1 D.

vi. (Part 3.1)
a. Soil sample(s) collected from the test pad/strip should also be tested for shear
strength. Please provide the test frequency and method.
Response: See response to Comment 80 v above.

b. This Part should specify the construction procedures of placing/compacting soil
liner layer at the sloped areas.
Response: The procedures for placing/compacting soil liner on sloped areas are
the same as described in Paragraph 3.2.

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c. The compacted soil line will be placed over, as a subgrade, by a geosynthetic liner
material – GCL (base liner); therefore, the acceptance/certification of the liner
subgrade shall be specified per Rule 15A NCAC 13B .1624(b).
Response: Acceptance of the GCL subgrade is addressed in Section 31 05 19 –
Geosynthetic Clay Liner, Paragraph 1.3 B.2.

d. The specification for constructing anchor trench is not available.
Response: Anchor trench construction has been added as Paragraph 3.2 D.

e. (Part 3.3D) The index test – Atterberg limits may be waived for specified testing
requirement due to the test results of a hydraulic conductivity if the same sample
is used for both tests.
Response: Paragraph 3.3 D has been revised as requested.

(Section 31 38 25 – Operational Cover)
i. (Part 1.3A) The Section 01 33 00 is not available in the Technical Specification.
Response: The reference has been deleted.

ii. (Part 3.2C) The gradation of soil material used for the 24-inch-thick operational cover at
the sloped area should be tested to ensure the selected gradations being designed for
not clogging the underlaying geocomposite material per Rule 15A NCAC 13B
.1624(b)(13).
Response: According to the Report on Task Force 25, Joint Committee Report of
AASHTO-AGC-ARTBA, December 2, 1983, the following soil retention criteria were
recommended for geotextiles:

For Soil ≤ 50% passing the No. 200 sieve, AOS of fabric ≥ No. 30 sieve
For Soil > 50% passing the No. 200 sieve, AOS of fabric ≥ No. 50 sieve

From specification Section 31 32 19 – Geotextiles, Paragraph 2.2 A.4.d., the required
AOS for the geocomposite geotextile is equivalent to the No. 70 sieve, which meets
both criteria above. There is therefore no need for gradation testing of the operational
cover.

(Section 31 38 30 – Cap Compacted Soil Liner)
i. (Part 1.2A) All testing methods specified in the Section should be listed in this Part.
Response: The missing testing methods have been added to Paragraph 1.2A.

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ii. (Part 1.3) Section 1 33 00 is not available in the Permit Application.
Response: The reference has been deleted.

iii. (Part 1.5A) Specify the tolerance of the finished grade.
Response: Tolerances have been added to Paragraph 1.5 A.

iv. (Part 2.1B.1) The soil classification shall be identified by soil lab testing of ASTM
D2487 as stated in the Section, not visual method of ASTM D2488.
Response: The requested change has been made.

v. (Part 2.1C) Specify the maximum hydraulic conductivity value for soil liner.
Response: The maximum hydraulic conductivity is specified in Paragraph 1.5 A.1.

vi. (Parts 2.1 & 2.2C) The soil density and shear strength should be tested to confirm that
the test results meet or exceed the design parameters used in the engineering designs
for landfill liner systems. Part 2.1 should specify the minimum values of soil density and
shear strength.
Response: Strength and density requirements are typically not specified for compacted
soil liners since this thin layer has negligible effect on global stability. The required
strength of the compacted soil liner in a sliding block analysis is already accounted for
in the interface shear testing required in Paragraph 2.1 D.

vii. (Part 3.1)
a. Soil sample(s) collected from the test pad/strip should also be tested for shear
strength. Please provide the test frequency and method.
Response: See response to Comment 82 vii above.

b. (Part 3.1A.7) If the different compaction effort is approved then, the soil strength
and density shall be retested to confirm that the test results meet or exceed the
designed parameters used in the Slope Stability Analysis including the veneer
slope stability analysis.
Response: The compacted cap subgrade represents a very thin layer that is
inconsequential in in the global stability of the landfill. The critical mode of failure
for the final cap system is veneer where the limiting interfaces are between the
various geosynthetic components or between geosynthetic components and
adjacent soil components. The final cap subgrade therefore does not factor into
the veneer stability analysis. In lieu of the additional testing requested, a minimum
compaction requirement of 90% maximum dry density per ASTM D698 has been
added to Part 3.1 A.7 which will provide adequate strength to support the
compacted soil liner.
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c. This Part should specify the construction procedures of placing/compacting soil
liner layer at the sloped areas.
Response: The installation specifications in Paragraph 3.2 are also applicable for
installing compacted soil liner on sloped areas.

d. The compacted soil line will be placed over, as a subgrade, by a geosynthetic liner
material –LLDPE (final cover); therefore, the acceptance/certification of the liner
subgrade shall be specified per Rule 15A NCAC 13B .1624(b).
Response: Acceptance of the LLDPE subgrade is addressed in Section 33 47 16
– Linear Low-Density Polyethylene (LLDPE) Membrane Liner, Paragraph 1.5 B.2.

e. The specification for constructing anchor trench is not available.
Response: Anchor trench construction has been added to Paragraph 3.2 D.

viii. (Part 3.3D) The index test – Atterberg limits may be waived for specified testing
requirement due to the test results of a hydraulic conductivity if the same sample is
used for both tests.
Response: This requirement has been added to Paragraph 3.3D.

ix. (Part 3.3B) The note “*” shall only be applicable for Field Density Acceptable Criteria.
Response: The requested modification has been added to Paragraph 3.3B.

(Section 31 38 35– Erosion Control Layer)
i. (Part 2.1) The minimum thickness of the Erosion Control Layer should be specified (ref
Part 3.2D). The thickness measurement at the sloped area should be clearly defined.
Response: Paragraph 2.1 A.2. has been revised to include this information.

ii. (Part 2.1A.2)
a. Does the specified gradation meeting the filter design of the underlying
geocomposite drainage material?
Response: See response to Comment 81 ii.

b. According to this Part the specified material for the Erosion Control Layer is a
cohesive material. The testing method for permeability of the specified material is
likely not applicable.
Response: Test method ASTM D5084 has been added to this section for
permeability testing of cohesive soils.

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(Part 3.C.2.a) The specified compaction effort of the soil sample tested for permeability is not
consistent to the field compaction effort specified in Part 3.1D.4.
Response: The required compaction for the permeability testing samples has been reduced
to 90 percent per ASTM D698 to account for less density achievable by tracking in the soil
and desire to avoid damaging the underlying geosynthetics.

(Section 31 38 40 - Geosynthetic Reinforcement – MSE Wall)
i. The specification of geogrid or geosynthetic reinforcement should have the Part of
“Qualifications” (for manufacturers and installers), “CQA Plan Implementation,” and
“Definition” as those being specified for other geosynthetic material – geomembrane,
GCL, geocomposite drainage material, geotextile.
Response: The requested information has been added to the specification in
Paragraph 1.5 B..

Additionally,
a. The machine direction (MD) and cross-machine direction (XMD) of deploying or
installing geosynthetic reinforcements at each layer of the wall system must be
defined clearly.
Response: The requested information has been added to the specification in
Paragraph 3.2 G..

ii. (Part 1.3)
a. The specified requirements of Part 2.01(B) for acceptable geosynthetic
reinforcement (geogrid per data on drawing Sheet 48 of 52) including tensile
strengths measured by ASTM D6637, joints, seams shall be clearly refenced in
the Specification. Please provide the specified requirements. Additionally, the data
of the geogrid that is evaluated and approved by National Transportation Product
Evaluation Program (NTPEP) should be provided according to the NCDOT
Guidelines for the Geogrid Evaluation Program (DOT Evaluation Program) dated
April 26, 2013 and the latest amendment; the data tested include at both MD and
XMD, in additional to those in Part 2.1, but not limited to: Reduction Factors
(AASHTO PP66), Pullout Resistance (ASTM D6706), Direct Shear (ASTM
D5321), Joint Strength (ASTM D7737).
Response: The requested information is required as a submittal in Part 1.4 of the
specification.

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b. The geogrid specified for this MSE wall project should have been reviewed and
approved for use for an MSE wall project by either NCDOT or any other
neighboring state DOTs through the DOT Evaluation Program for use within one
(1) year before this landfill construction project. The approval document issued by
the state DOT should be submitted under this Part and appended to the certified
CQA Report.
Response: The requested information is required as a submittal in Part 1.4 of the
specification.

c. The specified Part 2.02 is not available in the Specification.
Response: The intended reference was to Part 2.2. The text has been corrected.

iii. (Part 1.4)
a. Minimum Average Roll Values” is also defined in ASTM D4439.
Response: The reference has been added to the specification.

b. CQA product conformance testing on the geosynthetic reinforcement should
include sampling procedure according ASTM D4354.
Response: The reference has been added to the specification.

c. To meet the specification requirement in Part 3.1F, the ASTM method(s) to test
moisture contents on compacted fill is (are) required.
Response: The reference has been added to the specification.

d. Add ASTM D5818 “Practice for Exposure and Retrieve of Samples to Evaluate
Installation Damage of Geosynthetics” to this Part.
Response: The reference has been added to the specification.

e. Add ASTM D6706 “Standard Test Method for Measuring Geosynthetic Pullout
Resistance in Soil” to this Part.
Response: The reference has been added to the specification.

iv. (Part 2.1) In addition to MQA program specified in Part 2.6, a Part specifying the CQA
testing on geosynthetic reinforcement (both primary and face wrapping geogrid) as
sated in Part 2.5C of the Specification & Section 1.7.2 of the CQA Plan should be
described and implemented prior to order the selected material. Please describe the
CQA program in this Part.
Response: The project specifications are directed at responsibilities of the contractor
and their CQC firm and therefore detailed testing requirements provided in the CQA
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plan, which are the responsibility of the owner and their CQA firm, should not be
included in the specifications. CQA conformance testing of geogrid materials is
addressed in Section 9.2 of the CQA Plan.

v. (Part 2.1.A.4)
a. The composition of geogrids (both primary and secondary geosynthetic
reinforcements) should be specified, which may include, but not limited to,
manufacturing process (extrude, woven, or welded), testing methods & criteria -
polymer class & grade (ASTM D1248), melt flow (g/10 min by ASTM D1238),
carbon black (ASTM D4218), weight range (g/m2).
Response: The description of the geogrid has been enhanced in Paragraph 2.1
A.2.b. Polymer class and grade and melt flow criteria information are not available
on the product spec sheets. Carbon content has been added to the biaxial geogrid
properties. The information currently listed adequately characterizes the material
to be used for the project.

b. There are six (6) different types of uniaxial geogrid specified in the Part. Will each
of them be used at any elevation of the wall project or should elaborate more
specifically based on the elevations/locations of the wall? The product sheet from
the manufacturer should be attached to the Specification.
Response: The number of uniaxial geogrids to be used on the project has been
reduced to three. The different types of uniaxial geogrid will be used at varying
elevations and locations along the wall. The Tensar drawings provided in Part L of
the permit applications should be referenced for determining where each type of
geogrid will be used. The geogrid product spec sheets have been appended to
Section 31 38 40.

c. According to drawing Sheet Nos. 47 & 48 of 52, the lengths of the primary geogrid
are varied at different stations and/or elevations of the wall at the same location.
This Part should provide the length(s) by station in a tabular format.
Response: This information is already provided on the elevation views within the
Tensar drawing provided in Part L of the permit application. The project drawings
and specifications are complementary and therefore there is no need to repeat
this information within the specification.

d. The specified minimum “Junction Strength” and testing method (ASTM D7737?)
should be provided for both primary and secondary geosynthetic reinforcements.
Response: The requested information has been added to the specification.

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vi. (Part 2.2) The on-site cohesive soil material is selected to use as reinforced fill.
a. Reinforced fill material should be tested for the following electrochemical
properties:
1. pH values and
2. Organic content.
Response: Testing for pH has been added to Paragraph 2.2. Tensar does not
have recommended ranges for organic for the reinforced fill, therefor testing
for organic content is not included.

b. (Part 2.2A) Reinforced fill material should be specified/tested for the design
parameters (unit weight, cohesion, and friction angle) in Section 5 of J
Geotechnical Data of the Permit Application. The test results for each parameter
shall not less than the values concluded from the MSE wall design.
Response: The parameters referred to in Section 5 of Part J of the permit
application refers to the berm fill in back of the reinforced zone of the MSE wall.
The strength parameters required in Paragraph 2.2A represent the Tensar
requirement for backfill within the reinforced zone on Sheet 2 of 52 in Part L of the
permit application..

c. Reinforced fill material should be tested for the following engineering properties:
1. Unified Soil Classification System & supported by field-manual method,
2. Grain size distribution/gradation limits (including the maximum #200 passing
amount), and
3. Atterberg limits & plasticity index.
Response: The acceptable gradation of soils is indicated in Paragraph 2.2 B
and not in terms of USCS classification, therefore USCS classification is not
included but grain size distribution testing has been added. Atterberg limits
testing has been added.

This Part should specify the passing criteria, testing methods, and frequencies for the
above-referenced test items.
vii. (Part 2.2D) Per specification requirement in Part 3.1F, please add the moisture content
test(s) to this Part.
Response: The requested test parameters for the reinforced fill have been added to the
specification in Paragraph 2.2 G.

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viii. (Part 2.4)
a. Attach the product sheet of North American Green C350 and installation
specification to this Specification.
Response: Please note the C350 product was in error. The specification has
been corrected for the SC150 product and the product information and installation
specification is attached to the end of the specification.

b. Add the specification (Per ASTM D 186) of welded wire form (WWF) to this Part.
Response: The requested product information has been added to this
specification.

ix. (Part 2.5) ASTM D 4873 shall be followed for identification, storage and handling all
geosynthetic material – rolls and samples. Additionally, add the following requirement
to this Part- At the time of installation, the Owner or his designee shall reject the
geosynthetic reinforcement if it has defects, tears, punctures, flaws, deterioration, or
damage incurred during transportation, or storage.
Response: The requested information has been added to this specification in
Paragraph 2.6.

x. (Part 2.6)
a. The long-term, allowable strength, Tallow, to be used in design considering all the
phenomena which could influence the geogrid during its service lifetime –
Reduction Factor for Creep (RFCR), Reduction Factor for Installation Damage
(RFID), Reduction Factor for Durability/Aging (RFD).
1. Specify the reduction factors concluded from the MSE wall design in K –
Calculation of the Permit Application.
2. The geosynthetic reinforcement manufacturer should provide a certification
that the reduction factors which should meet the specified values in this Part.
Response: The reduction factors have been added to Paragraph 2.1 A.5. The
certification requirement has been added to Paragraph 1.4 A.4.

b. Specify the pullout strength including pull out coefficients (F*, α) the specified
geosynthetic reinforcement which shall exceed the designed parameters in K –
Calculation of the Permit Application.
Response: The minimum required geogrid pullout requirements have been added
to Paragraph 2.1 A.6.

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xi. (Part 3) Please provide the specifications associated construction of a test strip or a
mock wall which shall be constructed by the same material specified in Part 2 and
equipment/machinery and construction procedures specified in Part 3. The requested
specifications for construction a test strip or mock wall and testing on retrieved primary
geosynthetic reinforcement should be prepared according to ASTM D5818-“Standard
Practice for Exposure and Retrieval of Samples to Evaluate Installation Damage of
Geosynthetics” and WSDOT Standard Practice T925. The test results should be used
for adjusting the default reduction factors in the long-term strength of geosynthetic
reinforcements in K – Calculation of the Permit Application and the design service life
of the MSE wall.
Response: The requested construction of a MSE wall test strip or mock wall and
subsequent retrieval and testing of geogrids is rarely performed for MSE wall projects
and will unnecessarily increase construction costs and time and will be of limited value.
HDR and Tensar believe the project drawings and specifications, the CQA Plan, and
the NTEP/NCDOT approvals that have been added as a submittal to Section 31 38 40
provide suitable guidance and documentation to ensure the wall is constructed such
that geosynthetics are not damaged during installation.

xii. (Part 3.1A) The drawings pertain lines and grade, both the existing and final grades of
the wall foundation are not available in the Permit Application. Additionally, the extent
of the topo survey zone afront wall should be extended to area occupied by
obstructions or environmental sensitivity zones, such as drainage features, storage
unit, infrastructures, utility lines, LFG & LCR piping etc. Please provide the request
drawings.
Response: The requested information has been included in the 02C series enlarged
scale drawings added to Part L of the permit application.

xiii. (Part 3.1B) Please specify which project specification (Section & Part) shall be followed
for compacting backfill.
Response: The requested reference has been added to the specification.

xiv. (Part 3.1C)
a. Specify the minimum passing of the specified proof-roll machinery.
Response: The maximum acceptable MSE wall subgrade deformation upon
proof-rolling has been added to the specification.

b. Specify the design parameters (Section & Part). The specified paragraph 7.0 is
not available in the Specification.
Response: The design parameter reference has been corrected.

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xv. (Part 3.1D)
a. What is the compacted thickness out of the 10-inch loose fill?
Response: Compacted thickness of a 10-inch loose lift can vary based on the type
of soil, processing, and placement method but is typically between six and eight
inches. Due to this variability, a compacted lift thickness is not included in the
specification. The important parameter is that the minimum required compacted
density is achieved.

b. The thickness of the loose fill shall be adjusted based on the testing results from
in-pace density to meet the compaction effort specified in Part 3.1F.
Response: This requirement has been added to the specification.

c. This Part should specify the procedures to spread fill into WWF area. What should
cares be taken to avoid any activities resulting in the deformation, distortion, or
bulge of the facing unit?
Response: The requested procedures are provided in Paragraphs 3.1 D, E, H,
and I.

xvi. (Part 3.2) After the foundation is completely constructed, this Part should provide the
general sequence construction of the first and following layers of the MSE wall system
as shown on the Typical Details – Sheets 48 of 52 through 52 of 52.
a. When the turf reinforcement mat/blanket the secondary and primary geosynthetic
reinforcements will be deployed?
Response: This information has been added to the specification in Paragraph 3.2
P.

b. When the wield wire form/facing unit will be installed?
Response: This information has been added to the specification in Paragraph 3.2
P.

c. When the vegetative soil with seeds (?) and reinforced soil will be
backfilled/compacted?
Response: This information has been added to the specification in Paragraph 3.2
P.

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xvii. (Part 3.2B) The length of the geosynthetic reinforcement that is varied by elevations
and by survey stations along the wall alignment according to design (in K – Calculation
of the Permit Application) and notes on the drawing. Please provide the designed and
specified geosynthetic reinforcement length in the Permit Application.
Response: The required lengths of the geogrid reinforcement by elevation and station
location are provided in the Tensar drawings provided in Part L of the permit
application..

xviii. (Part 3.2H & I) Show the requirement on the drawing/sheet.
Response: Appropriate notes have been added to Detail 7 on Sheet 00C-17 of the
HDR Facility Plan drawings in Part K of the permit application.

xix. (Part 3.2J) Show the connection/splice details on drawing/sheet.
Response: A detail of the mechanical bar connection for punched and drawn HDPE
geogrids is provided on Detail 9 on Sheet 00C-16 of the HDR Facility Plan Drawings in
Part L of the permit application.

xx. (Part 3.2L) Because the backside of the MSE wall will intimately connect a to-be-
constructed earthen berm.
a. Please discuss the construction sequences of the wall and the berm. Which one is
going to be constructed first? How to coordinate the construction project? If the
earthen berm is completely constructed before wall, how the surface water on top
of the fill later can be drained toward the backside of the wall?
Response: HDR has confirmed with Tensar that the MSE wall and earthen berm
behind the wall are typically constructed at the same time in lifts as the wall
geogrid layers are installed. The construction coordination will be the responsibility
of the general contractor. Control of stormwater during construction is the
responsibility of the contractor who is also responsible for the means and methods
of controlling stormwater and subsurface water during construction.

b. The Typical MSE Wall Section on drawing Sheet 00C-18 shows a subdrain which
will be constructed on the wall foundation area? How the infiltrating/percolating
surface water in the wall system will be leading to this subdrain? The Specification
shall include the subdrain construction – material and construction methods and
sequences.
Response: The subdrain is included in the MSE wall design primarily as a means
of draining the base of the wall if needed during construction. Note that the
subdrain is to be located at the bottom of the existing perimeter drainage channel
where any temporary seepage is likely to accumulate. As previously noted, the
base of the wall is typically well above groundwater and after construction,
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significant vertical seepage of water through the wall is not an issue. Subdrain
construction requirements have been added to Part 3.2L of the specification.

c. Show the typical details of the specified temporary drainage measures on the
drawing/sheet.
Response: As discussed above, temporary drainage measures during
construction are the responsibility of the general contractor who is also
responsible for the means and measures.

xxi. (Part 3.3B)
a. In addition to the testing frequency specified in this Part, the testing of compaction
efforts & moisture contents on in-placed compacted fill should specifically
conducted at area within 3-feet from facing unit. The testing frequency may be one
in-place test per X linear feet per 18-inch-thick layer along the wall alignment.
Response: Tensar specifically states that density testing not take place within
three feet of the wall facing units in order to avoid potential damage to the facing
materials.

b. The moisture content of the in-placed compacted fill shall be tested, and test
results shall meet the specified criteria in Part 3.1F.
Response: The requested additional testing requirement has been added to the
specification.

xxii. The Specification regards the Phase A wall end termination and connection between
the wall Phases A & B.
Response: Paragraph 3.3 has been added to address the temporary termination
between the Phase A and Phase B MSE wall.

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xxiii. The Specification should provide requirements for as-built survey and tolerance of the
constructed MSE wall. The scopes of the as-built survey should include, but not limited
to, the Phase A wall layout/alignment; the lengths of geosynthetic reinforcements by
stations and elevations; typical cross-section of the wall including the corners/turns of
the walls; elevation view of the wall including the elevations of the top of the finished
grades, grades of each finished fill layer with setback, the foundation grades, the
existing grades; the locations of stormwater drop inlets & drainage outlet locations and
invert elevations; locations / top elevations of all utility lines, leachate force-main; the
monitoring points (such as slope indicators, settlement plats etc., if any); and the haul
road location and grade/thickness. The as-built survey must be conducted, signed and
sealed by a North Carolina licensed surveyor, not by the Professional Engineer.
Response: Tolerances have been added to Paragraph 3.4. The requested as-built
survey requirements have been added to the specification in Paragraph 1.4 F..

(Section 33 47 14 – HDPE)
i. (Part 1.2C.c.) The specification Section 01 45 29 is not available in the Technical
Specification.
Response: The reference has been deleted.

ii. (Part 1.3A.2.a.) The specified 1.2B is likely a typo. Part 1.2C is the specification for the
installer’s qualification.
Response: The reference has been corrected.

iii. (Part 1.3A.3) The specified Specification Section 01 45 00 is not available in the
Technical Specification.
Response: The reference has been deleted.

iv. (Part 1.3A.4) The specified Specification Section 01 31 19 is not available in the
Technical Specification.
Response: The reference has been deleted.

v. (Part 1.3A.1.d) Please specify the testing method and passing criterium of each CQA
test or provide the references to Part 2.2 MQA testing specification.
Response: A reference to Part 2.2 has been added to this paragraph.

vi. (Part 2.2) The Table in this Part is out-of-date. Please use the latest version (Rev. 15
dated September 09, 2019) of Table 2(a) of GRI- GM13 (Textured HDPE).
Response: The table has been revised as requested.

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vii. (Part 3.1A.4.c)
a. The frequency of confirming the specified minimum compaction effort by testing
in-place density should be specified.
Response: The testing frequency has been added to Paragraph 3.1 A.4.c.

b. Should the trench backfill material have the maximum grain size less than 0.75
inches as specified in Part 3.1A2.c?
Response: Yes. This requirement has been added to Paragraph 3.1 A.4.c.

viii. (Part 3.1B.4) Specify the deployment requirements for this project:
a. Specification of requirements of not to working in the wet weather and windy
condition.
Response: These requirements have been added to Paragraph 3.1 B.4.

b. Seam orientation to the top of the slope.
Response: This requirement have been added to Paragraph 3.1 B.4.

c. Panels overlap manner (end to end by shingle approaches) and the overlap width
in respect with the panel orientations (end-to-end or side-by-side seams).
Response: These requirements have been added to Paragraph 3.1 B.4.

d. Seam orientation shall be maintained for distance of 10 feet from the toe of slope.
Response: This requirement has been added to Paragraph 3.1 B.4.

e. Horizontal seams shall not be allowed on the side slopes unless approved by the
Engineer. The approval must be documented in the certified CQA Report.
Response: These requirements have been added to Paragraph 3.1 B.4.

f. Unroll only the sections of panels which are to be seamed together in that day or
which are coordinating with the extent of the installed GCL so that the GCL will not
be exposed overnight or to adverse weather condition.
Response: These requirements have been added to Paragraph 3.1 B.4.

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ix. (Part 3.1B.5) The vacuum box (ASTM D5641) shall only be used for single wedge
seam or extrusion weld seam and air channel pressure test shall be applied to all
double-wedge fusion weld seams. Unique seam condition may be exempted from the
rigid specification but must be approved by the Engineer and documented in the
certified CQA report.
Response: These requirements have been added to Paragraph 3.1 B.4.

x. (Part 3.1C)
a. Is this Part compatible with latest version of GRI-GM19 as the specification of
destructive seam testing?
Response: Paragraph 3.1 C has been revised to be consistent with the latest
version of GRI-GM19.

b. The peel strength criteria shall apply to both the top and bottom welds of the
double-wedge fusion welds.
Response: This requirement has been added to Paragraph 3.1 C.

c. The minimum values of peel strength for a single wedge seam or extrusion weld
seam and double-wedge fusion weld seams are different from those in GRI-
GM19.
Response: Paragraph 3.1 C has been revised to be consistent with the latest
version of GRI-GM19.

(Section 33 47 16 – LLDPE)
i. (Part 1.2C.c.) The specification Section 01 45 29 is not available in the Technical
Specification.
Response: The reference has been deleted.
ii. (Part 1.3A.1.d) Please specify the testing method and passing criterium of each CQA
test or provide the references to Part 2.2 MQA testing specification.
Response: A reference to Part 2.2 has been added to this paragraph.

iii. (Part 2.2) The Table in this Part is out-of-date. Please use the latest version (Rev. 13
dated September 09, 2019) of Table 2(a) of GRI- GM17 (Textured LLDPE).
Response: The table has been revised as requested.

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iv. (Part 3.1A.4.c)
a. The frequency of confirming the specified minimum compaction effort by testing
in-place density should be specified.
Response: The testing frequency has been added to Paragraph 3.1 A.4.c.

b. Should the trench backfill material have the maximum grain size less than 0.75
inches as specified in Part 3.1A2.c?
Response: Yes. This requirement has been added to Paragraph 3.1 A.4.c.

v. (Part 3.1B.4) Specify the deployment requirements for this project:
a. Specification of requirements of not to working in the wet weather and windy
condition.
Response: These requirements have been added to Paragraph 3.1 B.4.

b. Seam orientation to the top of the slope.
Response: This requirement have been added to Paragraph 3.1 B.4.

c. Panels overlap manner (end to end by shingle approaches) and the overlap width
in respect with the panel orientations (end-to-end or side-by-side seams).
Response: These requirements have been added to Paragraph 3.1 B.4.

d. Seam orientation shall be maintained for distance of 10 feet from the toe of slope.
Response: This requirement has been added to Paragraph 3.1 B.4.

e. Horizontal seams shall not be allowed on the side slopes unless approved by the
Engineer. The approval must be documented in the certified CQA Report.
Response: These requirements have been added to Paragraph 3.1 B.4.

vi. (Part 3.1B.5) The vacuum box (ASTM D5641) shall only be used for single wedge
seam or extrusion weld seam and air channel pressure test shall be applied to all
double-wedge fusion weld seams. Unique seam condition may be exempted from the
rigid specification but must be approved by the Engineer and documented in the
certified CQA report.
Response: These requirements have been added to Paragraph 3.1 B.4.

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vii. (Part 3.1C)
a. Is this Part compatible with latest version of GRI-GM19 as the specification of
destructive seam testing?
Response: Paragraph 3.1 C has been revised to be consistent with the latest
version of GRI-GM19.

b. The peel strength criteria shall apply to both the top and bottom welds of the
double-wedge fusion welds.
Response: This requirement has been added to Paragraph 3.1 C.

c. The minimum values of peel strength for a single wedge seam or extrusion weld
seam and double-wedge fusion weld seams are different from those in GRI-
GM19.
Response: Paragraph 3.1 C has been revised to be consistent with the latest
version of GRI-GM19.

(Section 40 05 00 – Pipe And Pipe Fittings: Basic Requirements)
i. (Part 1.2A) This Part should list all testing methods specified in this Section.
Response: Part 1.2A has been updated to include all testing methods in this Section.

ii. (Part 1.4B.) The grade or slope of piping (LFG condensate piping & LCR force- main)
are not specified in any drawings of the Permit Application.
Response: This information has been added to Paragraph 1.4 B.a.6.

iii. (Part 3.6) This Part shall specify the static hydraulic pressure test on the leachate force
main.
Response: The leachate forcemain has been added to the testing required in
Paragraph 3.6.

(Section 40 05 33 – HDPE Piping)
i. (Part 3.3A.) This Part specify the pipe trench requirements in accordance with ASTM
methods which are not included in the Section 31 23 33. Please explain why there are
two separate sets of specifications for piping trench, installation & backfill.
Response: Paragraph 3.3A has been revised to refer to Section 31 23 33 and the
drawings for trenching requirements.

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ii. (Part 3.6B.3)
a. Please define landfill piping.
Response: The definition has been added to Paragraph 3.6 B.3.

b. Please detail the pressure piping test procedures and referring testing method.
Response: Paragraph 3.6 B.3 is intended to apply to only the extensions of the
existing LCS cleanouts and sump risers. Since these pipes connect to existing
perforated piping within the landfill, pressure testing is not needed.

J-Geotechnical Data
(Section 4.2) Has the historical data from on-site permanently groundwater wells been used
for the determination of groundwater table underneath the wall?
Response: The historical data has been reviewed and is consistent with our assumptions
regarding groundwater levels beneath the proposed MSE wall that were used in the stability
analyses.

(Section 5)
i. Please elaborate what is (are) the reason(s) to select these five cross sections for
evaluation?
a. Are the selected sections representative to specific soil stratifications or
engineering properties within the stations?
Response: The analyzed cross sections were chosen based on the wall height
and subsurface soils to represent critical areas along the wall alignment.

b. Why not more stations? The stations 6+00, 26+00, 29+00 in Appendix A are
removed from selected sections.
Response: The analyzed cross sections were chosen based on the wall height
and subsurface soils to represent critical areas along the wall alignment.

ii. Have the determined design parameters stated in this Section been incorporated into
the MSE wall Specification Section 31 38 40. What about other engineering parameters
of the selected reinforced fill material such as index properties (Atterburg Limits),
density, the maximum dry density, and optimum water content.
Response: These parameters have been added to the referenced section with the
inclusion of sampling frequency and testing to ensure materials meet or exceed the
design values.

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iii. (Table 5-1 through Table 5-6)
a. Add the soil depths to each layer under the station.
Response: Depths have been be provided as measured from the centerline of the
proposed MSE wall alignment.

b. Append the referenced literatures, chart/table for “Justification.”
Response: If not included, references have been included or better identified.

(Section 6) Prior to conducting the described foundation designs and stability analyses, a
sub-section to define the external loading both static and dynamic loads, including but not
limited to, wall material (self-weight of wall), lateral pressures from MSW & earthen
berm/inboard wall, equipment operations during constructions and landfill operations, traffic
load, potential hydraulic pore water pressure behind the wall or inside the wall unit, seismic
loading, etc.
Response: A discussion has been added to the report.

(Sections 6 & 7)
i. Will the wall base be constructed on the existing grade? If not, what is embedment
depth per designed station.
Response: Typically two feet of embedment within existing grade will be provided but
varies based on terrain.

ii. What are dimensions of the wall bases.
Response: Ratios of reinforcement length to wall heights have been provided. The
bases dimensions have been included on the MSE Wall plans based on these ratios.
See the MSE Wall Foundation Grading Plan Detail (Sheets 02C-03 and 02C-04 of the
Facility Plan Drawings in Part L of the permit application.

iii. According to Section 6, the wall external stability analysis and global stability analysis
conclude the soil located beneath the proposed wall, specifically along the Station
10+00 through 47+00 – approximately 3,700 liner-feet-long can not support the
proposed wall with the targeted factor of safety of 2 until, approximately 9 months
(Section 6.3) or from 85 days to 260 days (Table 6-1) after completion of the wall, when
the soil is settled / consolidated (pore water pressure dissipated from the soft soil layer)
by the static loads from wall material and gained strength.
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a. Would the conclusions made in Section 6 imply that the wall may not be safe to be
use as it is designed for upon completion?
Response: The conclusions made in Section 6 imply that waiting periods and
monitoring will be required to build the MSE wall in a way to achieve the desired
safety factors.

b. Should the Section 7 recommend any techniques to improve on-site soil strength
prior to constructing the proposed wall or the staged construction approaches plus
the pore water pressure monitoring as mentioned in the Section 7 to deal with the
issue?
Response: Soil improvement techniques could be recommended and utilized if the
CCU wants to reduce the need for monitoring and/or waiting periods.

(Section 7)
i. Table 7-1 shows the minimum reinforcement length to wall height ratio for each of the
station range.
a. Is the determined ratio uniformly applicable to entire height of the MSE wall within
the station range?
Response: The lower sections of the wall have reinforcement lengths based on
these minimum ratios. However, upper portions have the wall have shorter lengths
of reinforcement as they are governed by internal stability concerns, and not the
external concerns like bearing capacity and global stability that govern the lower
section.

b. According to the MSE wall and Reinforced Soil Slope design manuals, the ration
of uniform reinforcement length to wall height is about 0.6 to 0.7, and the
recommended ratios in Table 7-1 range from 1 to 2.13. Why are the differences so
significant? Please explain.
Response: Those are typical ranges for MSE walls. However, the combination of
the use of on-site soils in the reinforced backfill and the bearing capacity/global
stability factors of safety requires larger ratios than typically seen.

ii. The recommendations for monitoring pore water pressure of soil layer underneath the
MSE wall are too vague. Regarding piezometer from the geotechnical engineering
prospect/application (do not be confused by a monitoring/observation well which may
be interchangeable by hydrogeology), it is used to monitoring water table/pore pressure
at a specific soil layer. Therefore, which soil layer that will required to follow the
recommendation stated in this Section. The instrumentation / observation plan should
be a portion of Section 14 of the Operations Plan.
Response: Additional details have been provided in a revised monitoring plan.
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(Appendix A)
i. Provide definition of the following abbreviations shown in the boring logs:
a. SS-1. Does SS mean split spoon sample?
Response: A legend has been provided that defines the abbreviations and
addresses other elements of the boring logs and profile.

b. ST-1. Does ST mean Shelby Tube sample?
Response: A legend has been provided that defines the abbreviations and
addresses other elements of the boring logs and profile.

c. FIAD. What does this mean?
Response: A legend has been provided that defines the abbreviations and
addresses other elements of the boring logs and profile.

No comment provided.

(Appendix A. The drawing – Boring Profile)
i. Add note fields to explain the legends (soil types) and number inside the circle (SPT
blow counts), groundwater tables (during the drilling, 24-hour after drilling completion,
or the seasonal height water table according to data from on-site permanently
groundwater wells), etc.
Response: A legend has been provided that defines the abbreviations and addresses
other elements of the boring logs and profile.

ii. The drawing – Boring Profile should be incorporated into a new drawing set combining,
at a minimum, the following information. This new set of drawing should be included in
Attachment L.
a. The final grades of the MSE wall foundation which including the surface drainage
network (drain surface water away from wall foundation) & wall foundation
drainage/subsurface drainage network - integrating backwall drainage system and
surface water (perimeter drain)/stormwater drainage from closed landfill cover
system.
Response: The 02C series of drawings have been added to the HDR drawing set
in Part L of the permit application which have larger scale drawings providing the
information requested. See previous responses for discussion of wall drainage
requirements.

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b. Elevation view of the MSE wall above the final grades along the wall alignments.
The following data should be summarized in tabulate format:
1. Geosynthetic reinforcement – material, type, length, vertical space,
engineering parameters – strengths and reduction factors.
Response: The Tensar elevation view drawing provided in Attachment L
provides all the requested information. Due to the numerous wall sections,
summarizing this information in tabular form would be cumbersome and can
lead to errors. It is best to have this information in one location to avoid
conflicts.

2. Reinforce fill – material, engineering parameters as specified in the
Specification Section 31 38 40.
Response: This information is already provided on Sheet 2 of 52 of the Tensar
drawings in Part L of the permit application.

c. All details in Attachment L that are related to this MSE wall project shall be
referenced accordingly.
Response: The details provided in the HDR drawings in Part L of the permit
application have been referenced in the HDR drawings.

(Appendix D)
i. How to determine the “equivalent” design perimeters of the foundation soil? Please
explain and show calculations with a typical example and references.
Response: The equivalent design parameters were determined using a weighted
average approach when multiple soil layers are being considered. For cohesion
parameters, the analysis is simply the cohesion of soil layer 1 times the height of soil
layer 1 plus the results of a similar calculation for other considered layers divided by the
total of the soil layer thicknesses. For the friction angles, the calculation is similar
except the tangent of angle for soil layer 1 is multiplied by the height of soil layer 1 plus
the results of a similar calculation for other considered layers divided by the total of the
soil layer thicknesses. The inverse tangent of the quotient is taken producing a
weighted average angle.

ii. Why does the lateral pressure exerting on MSE wall come from retained soil berm
alone? What about the massive trashes behind the wall inside the landfill unit?
Response: The lateral pressure exerting on MSE wall used in the design considers the
trash components behind the wall.

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iii. Some wall segments have two design scenarios such as Station 22+00 and Station
22+00 waiting period. The Sections 6 or 7 should provide the difference of the design
methods and define “waiting period.”
Response: The design scenarios provided in the analysis show the results of the wall
section when there is no waiting period (i.e. estimated time for the required settlement
to occur to gain the necessary strength) and the results when a waiting period is
allowed to occur.

K-Calculations (note of conclusions)
Appendix A- Final Cover Veneer Stability
i. Why is the 6-hour, not a 24-hour, designed precipitation selected for the design
calculation?
Response: According to Reference 1 in the calculation, the 6-hour design precipitation
is used as it approximates the Probable Maximum Precipitation (PMP) and therefore is
a worst case scenario.

ii. Have the determined values been incorporated into the Attachment I - Technical
Specifications:
a. Transmissivity, thickness and interface angle for geocomposite.
Response: Yes, Section 31 32 18 – Drainage Composite and Section 01 30 00 –
Special Conditions have been updated to be consistent with these requirements.

b. Density, soil friction angle, and hydraulic conductivity for the vegetative soil cover
layer.
Response: The calculation used conservative assumptions for these properties of
the vegetative soil. Actual properties encountered in the field are anticipated to
result in greater factors of safety.

Operational Cover Veneer Stability
i. (Given, item 7) The landfill base protective soil cover layer will not be covered by grass
or vegetation, but likely covered by a plastic rain cover; therefore, the selected runoff
curve number is underestimated.
Response: While it is true that the protective soil cover layer will not be covered by
vegetation, the curve number used, 0.69, was chosen as a conservative assumption. A
bare soil curve number would be higher and result in more runoff and less infiltration
into the operational cover and geocomposite.

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ii. Have the determined values been incorporated into the Attachment I - Technical
Specifications:
a. Transmissivity, thickness and interface angle for geocomposite.
Response: Yes, Section 31 32 18 – Drainage Composite and Section 01 30 00 –
Special Conditions have been updated to be consistent with these requirements.

b. Density, soil friction angle, and hydraulic conductivity for the vegetative soil cover
layer.
Response: The calculation used conservative assumptions for these properties of
the operational cover. Actual properties encountered in the field are anticipated to
result in greater factors of safety.

Anchor Trench
i. This anchor trench design for landfill final cover system is not included.
Response: Anchor trenches are typically not provided for final cover installation.

ii. The details of the anchor trench should be included in the drawings in Appendix L of
the Permit application.
Response: A detail of the proposed sideslope liner anchor trench is provided on Sheet
00C-19 in Part L of the permit application.

Earthwork and Site Life
i. The amount of soil required for the entire site development is required to be estimated;
therefore, the soil amount for future Phase B MSE wall area including Phase 3 lateral
expansion should be estimated.
Response: The amount of soil required for the Phase B MSE wall expansion was
provided on Page 4 of 4 of the Earthwork and Site Life Calculations.

ii. The soil volume from the existing and future borrow areas inside the landfill facility
should be estimated; then if the soil deficiency or adequacy can be evaluated.
Response: The only stockpile and borrow area within the facility limits is within the
Phase 3 footprint with an estimated available volume of 753,900 cy. This is shown on
Page 3 of 4 of the Earthwork and Site Life Calculations and is accounted for in the soil
deficit calculation.

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Tensar MSE Structure Calculations - The entire calculations are not acceptable because they
fail to comply with requirements stated in Rule 15A NCAC 13B. 1620(a).
i. In Project Summary, Sheet 2 of the shop drawing including design criteria and
construction requirements is not available in the Permit Application.
Response: Specification Section 31 38 40 – Geosynthetic Reinforcement – MSE Wall
has been updated to include the information provided on Sheet 2.

ii. All design parameters are not completely incorporated into the Technical Specifications
and the CQA Plan.
Response: Specification Section 31 38 40 – Geosynthetic Reinforcement – MSE Wall
has been updated to include the MSE wall design parameters. In order to avoid
duplication of information, the CQA Plan refers to Section 31 38 40 for information on
design parameters.

iii. The total wall height and design height (DH?) are never defined.
Response: We were not able to find a reference to “total wall height” in the Tensar
calculations. The MSE Design Height (DH) is defined on the Tensar elevation view
drawings provided in Part L of the permit application and refers to the distance from the
bottom layer of geogrid reinforcement to the top of wall as shown on the dimensions on
the wall section drawings provided in the Tensar calculations in Part K of the permit
application.

iv. The geosynthetic reinforcement (Geogrid) with different strength tensile strengths and
interface friction angles are applicable at different locations/elevations based on the
designs, but the elevation ranges are not defined.
Response: Elevation ranges of the various strength geogrid vary across the length of
the proposed MSE walls and are clearly shown on the Tensar drawings in Part L of the
permit application.

v. The theories and references of the wall design are not available. A typical example of
the design must be provided in the Permit Application as a tool for understand the
inputs and outputs of the computer design software used for this project.
Response: The Tensar calculations are based on standard slope stability analyses
using commercially available software. The input and output files provided in the
calculations clearly indicate the methodology used and the assumptions made in the
calculations.

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vi. The wall design does Not include the two-tier wall as shown on Detail 2 of Sheet 00C-
18 & Sheet 48 of 52.
Response: MSE wall calculations incorporating the two-tier wall were included in the
Tensar calculations in Part K of the permit application as stability sections taken at
Stations 22+00 and 10+00.

L-Drawings
(Sheet 00G-03) Please confirm the permit limits of the lined landfill – 88 acres in this Permit
Application vs. 90 acres in the approved permit documents & other drawings – Sheet 00G-04,
-06.
Response: The permit application has been revised to reflect the approved waste footprint of
90 acres.

(Sheet 00G-06) Has the perimeter gas monitoring well MM-13 been installed? If so, the
legend shall be revised, and the Note 4 is not required.
Response: MM-13 and MM-14 has not yet been installed. The legend has been revised and
Note 4 has been added to Sheet 00G-06.

(Sheet 00C-01) For O&M requirements, the drop inlet may be required identifications with
unique nomenclature (just like those for monitoring wells, sediment basins).
Response: The existing drop inlets have been numbered on Sheet 00C-01.

(Sheets 00C-03 & 04) The detailed and blow-up final baseliner system of the NEW
EXPANDED LANDFILL SUB-CELL are required– top grades of the finished subgrade, top
grades of compacted soil liner layer, the geosynthetic liner panel layout, top finished grades
of protective cover layer, etc.
Response: Larger scale drawings have been added as the series 02C drawings within the
HDR Facility Plan Drawings in Part L of the permit application. Please note, geosynthetic
panel layout drawings are typically provided by the geosynthetic installer at the time of
construction and therefore are not included within this permit application.

(Sheets 00C-18 & -20)
i. Show the details of utility lines & LCR force-main, LFG piping trenches according to
Technical Specification.
Response: A typical HDPE pipe bedding detail has been added as Detail 3 on Sheet
00C-20 of the HDR Facility Plan Drawings in Part L of the permit application.

M. Chao
September 25, 2020
Page 76
76
ii. The haul road is made of porous aggregates on the top of the MSE wall. Is there any
measure to stop surface water percolating downward to the reinforced soil zone? If not,
propose how you will prevent a local perched water or soft wet zone that may develop
inside the wall body?
Response: See response to Comment 12.d.

(Sheets 00C-22) How are pre-cast concrete manholes designed to resist down-drag forces
due to waste and soil settlements? Should the manhole leak, the stormwater will likely erode
or wash away the surrounding earthen material. Propose how you will prevent this condition?
Response: The proposed vertically installed precast drainage structures that will be part of
the MSE wall construction will generally settle at the same rates as the adjacent fill since
settlement will primarily occur within the underlying foundation soils. The development of
down-drag forces on the structures should therefore be minimal. Due to the concerns about
potential leaking of the concrete structures within the embankment, external leak-proof seals
will be required for all concrete structure joints located within or beneath the MSE wall
embankment. A note has been added to Detail 5 on Sheet 00C-22 of the HDR drawings in
Part L of the permit application requiring these seals.

(Sheet 47 of 52) The typical wall section is misleading. According to MSE wall calculations,
the reinforcement has varied type and length at different location/zone and different
elevations.
Response: The detail on Sheet 47 of 52 of the Tensar Facility Plan Drawings is a typical
cross-section that is not to scale. The dimension at the bottom of the scale indicates “Geogrid
Embedment Length Varies”. The purpose of this detail is to show the general design of the
wall. Detailed information on the type and locations of reinforcement can be found in the
elevation views of the same drawing set.

If you have any questions regarding these response to the permit amendment request, please do
not hesitate to call me at [phone].

Sincerely,
HDR Engineering, Inc. of the Carolinas

Michael D. Plummer, PE
Project Manager
cc: Jan McHargue, City of Winston-Salem Sherri Stanley, DWM
Gordon Dively, City of Winston-Salem Susan Heim, DWM
Adam Rickett, City of Winston-Salem Deb Aja, DWM
Jaclynne Drummond, NCDEQ

Permit Amendment
Hanes Mill Road Landfill
Winston-Salem/Forsyth County Utilities

Winston-Salem, North Carolina
December 2019
Revised JulySeptember 2020

HDR Engineering, Inc. of the Carolinas 301 N Main Street, Suite 2030, Winston-Salem, NC 27101-3836 336.955.8250 NC License F0116

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Permit Amendment Contents

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Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Permit Amendment Contents
Contents

A – Facility Plan
B – Engineering Plan
C – Construction Quality Assurance Plan
D – Operations Plan
E – Water Quality Monitoring Plan
F – Landfill Gas Monitoring Plan
G – Closure Plan
H – Post Closure Plan
I – Technical Specifications
J – Geotechnical Engineering Report
K – Calculations
L – Facility Plan Drawings

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Permit Amendment Contents

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Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Permit Amendment A – Facility Plan

A
A – Facility Plan

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Permit Amendment A – Facility Plan

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Facility Plan
Hanes Mill Road Landfill
Winston-Salem/Forsyth County Utilities

Winston-Salem, North Carolina
December 2019
Revised JulySeptember 2020

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Contents
1 Facility Report ........................................................................................................................ 1
1.1 Facility Services ............................................................................................................... 1
1.2 Facility Boundary ............................................................................................................. 1
1.3 Types of Waste ................................................................................................................ 2
1.4 Disposal Rates and Estimated Variances ........................................................................ 2
1.5 Service Area .................................................................................................................... 4
1.6 Procedures for Waste Segregation .................................................................................. 4
1.7 Equipment Requirements ................................................................................................ 4
1.8 Landfill Capacity ............................................................................................................... 5
1.8.1 Existing Operating Capacity ...................................................................................... 6
1.8.2 Operating Capacity for Phase A MSE Wall Expansion Development ....................... 7
1.8.3 Operating Capacity for Conceptual Phase B MSE Wall Expansion Development .... 8
1.8.4 Available Soil Resources and Required Soil Quantities ............................................ 9
1.9 Containment and Environmental Control Systems ........................................................ 10
1.9.1 Horizontal Separation Requirements ...................................................................... 11
1.9.2 Base Liner System .................................................................................................. 11
1.9.3 Final Cap System .................................................................................................... 12
1.9.4 Drainage, Erosion and Sediment Control ................................................................ 12
1.9.5 Methane Gas Control .............................................................................................. 13
1.10 Leachate Management ............................................................................................... 14
1.10.1 Leachate Collection System .................................................................................... 14
1.10.2 Leachate Generation Rates .................................................................................... 15
1.10.3 Leachate Management Systems ............................................................................. 17
1.11 Non-Disposal Waste Management Units .................................................................... 20
1.11.1 Residential Drop-Off Area ....................................................................................... 20
1.11.2 Scrap Tire Area ....................................................................................................... 20
1.11.3 White Goods Area ................................................................................................... 20

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Tables
Table 1 Landfill capacity estimates ............................................................................................... 6
Table 2 Phase A MSE wall expansion soil requirements .............................................................. 9
Table 3 Conceptual Phase B MSE wall expansion soil requirements .......................................... 9
Table 4 Phase A MSE Wall LCS modifications ........................................................................... 14
Table 5 Leachate collection ........................................................................................................ 15

Figures
Figure 1 Historical tonnages ......................................................................................................... 3
Figure 2 Leachate collection data ............................................................................................... 19

Appendices
Appendix A – Scrap Tire Voucher
Appendix B – Norfolk Southern Railroad Agreements

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1 Facility Report
1.1 Facility Services
The following activities or services are currently provided at the Hanes Mill Road Landfill.
• Scales/scalehouse facilities.
• Administrative offices.
• Citizen’s drop-off for recyclables.
• Citizen’s drop-off for household solid waste.
• Equipment maintenance facility.
• White goods management area.
• MSW lined landfill.
• Landfill gas recovery facility.
• Leachate management facility.
• Concrete, brick and asphalt recycling area.
1.2 Facility Boundary
Sheets 00G-03 and 00G-04, Facility Plan, show the landfill property line. The plan includes all
property, structures, and appurtenances owned by the City of Winston-Salem (City) and
designated as landfill property, inclusive of the closed landfill and the western landfill expansion;
a total of approximately 557 acres. The local and regional study areas have generally been
defined from the boundary of property operated by Winston-Salem/Forsyth County Utilities as
defined above.
The western landfill expansion area is located directly west of the now closed landfill and of
Grassy Creek and the Norfolk Southern Railroad, both of which bisect the site. A copy of the
access agreement to the right-of-way between the City and Norfolk Southern Railroad is
provided in Appendix B. The landfill expansion originally encompassed approximately 347 acres
of which 230.23 acres were rezoned as special use and deemed suitable by the NCDEQ for
landfill use. The remaining 116.77 acres are to serve as buffer. Approximately 102 acres of the
total 347 acres were approved by NCDEQ in the site study to be developed as a lined landfill.
Approximately 13.16 acres were subsequently added along Grassy Creek south of the existing
landfills and another 15.03 acres were recently added immediately south of the south property
line of the western landfill expansion for a current total area of approximately 375 acres. The
previously reported design limits of waste for the western landfill expansion utilize 88±90 acres
of the 102 acres approved in the site study. Refer to Sheets 00G-03 and 00G-04 to see the
facility boundary, 102-acre site study limits, parcels added to the landfill property, and the
current 88±90-acre design limits of waste.
An approximately 5,325 LF mechanically stabilized earth (MSE) wall is proposed along the
southern limits and portions of the eastern and western limits of the western landfill expansion
area in order to increase the capacity of the landfill without substantially increasing the landfill
footprint. As shown on Sheet 00G-03, the proposed MSE wall construction baseline (limits of
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waste) is primarily located within the 102-acre site study limits with the exception of a few
locations along the eastern and southern limits. The maximum divergence from the site study
limits is approximately 142 feet on the southeastern portion of the western landfill expansion.
The revised design limits of waste of the western landfill expansion including the proposed MSE
wall expansion (Phases A and B) is approximately 94 acres. The proposed design limits of
waste therefore increase approximately 6four4 acres over the previously designated 88±90
acres. This additional acreage is within the previously defined facility boundary.
The proposed MSE wall expansion will be permitted and constructed in two phases as shown
on Sheets 00C-03, and 00C-04, and 00C-13. This permit amendment applies to the Phase A
MSE wall expansion which consists of the construction of approximately 4,125 linear feet (lf) of
MSW wall within the southern half of the western landfill expansion area extending from
approximately the location of Sediment Basin No. 4 (approximate Station 53+25, west
termination) to the eastern Phase 1/Phase 2 landfill boundary (approximate Station 12+00, east
termination). The proposed design limits of waste within the Phase A MSE wall expansion area
is approximately 70 acres total which includes the constructed cells within Phases 1 and 2 of the
western landfill expansion. The Phase B MSE wall will be permitted at a future date and is
shown conceptually for information. As currently shown, Phase B will consist of the construction
of approximately 1,200 lf of MSE wall along the eastern side of the western landfill expansion
area extending from the eastern Phase 1/Phase 2 landfill boundary (approximate Station 12+00,
south termination) to the landfill access road where it crosses Grassy Creek (approximate
Station 0+00, north termination). The conceptual design limits of waste within the Phase B MSE
wall is approximately 24 acres which includes future Phase 3 of the western landfill expansion.
The limits of the Phase B MSE wall expansion may be adjusted from those shown at the time of
future permitting.
1.3 Types of Waste
The landfill accepts residential, commercial, and industrial waste types. The commercial and
industrial waste ranges from construction debris, paper/cardboard/cartons, damaged cigarette
butts from the local manufacturing plants, and general industrial waste. The residential waste is
considered typical for the geographic region. Separate facilities have been established to
receive construction and demolition waste (Old Salisbury Road Construction & Demolition
Landfill), and yard waste (Overdale and Forum 52 Yard Waste Facilities).
1.4 Disposal Rates and Estimated Variances
Historically, the quantities of MSW received at the landfill on a month to month basis fluctuate
widely with significant increases or decreases based on market and economic changes. Refer
to Figure 1 to see the waste receipt fluctuations from May 17, 2005 (the date when the western
landfill expansion began receiving waste) to January 5, 2018 (the date of the last topographic
survey of the landfill. In calendar year 2018 266,742 tons of waste were accepted which was up
slightly from 2017 but well below the highest acceptance rate of 336,000 tons per year in 2001.
For the purposes of estimating the remaining lifespan of the landfill, the waste acceptance rate
was assumed to be at 2018 levels until the landfill is full. The cumulative waste density for the
western expansion landfill from May 17, 2005 to January 5, 2019 is 0.66 tons per cubic yard.
060,000120,000180,000240,000300,000360,00005,00010,00015,00020,00025,00030,000Jun-05 Jun-06 Jun-07 Jun-08 Jun-09 Jun-10 Jun-11 Jun-12 Jun-13 Jun-14 Jun-15 Jun-16 Jun-17 Jun-18 Jun-19 Jun-20Yearly TonnageMonthly TonnageFigure 1Historical TonnagesHanes MSW LandfillMonthly Tonnage12 Month Rolling Average
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1.5 Service Area
The waste stream currently entering the existing landfill comes from Davie, Stokes, and Forsyth
Counties. Yadkin and Surry Counties are included in the permitted service area.
1.6 Procedures for Waste Segregation
The proposed MSE wall landfill expansion will accept only MSW which it is permitted to receive.
Any materials which pose health hazards, may cause fires, or which could negatively impact the
environment are deemed unacceptable. Signs will be conspicuously posted informing users of
dumping procedures, the type of waste the landfill is permitted to receive, as well as those
wastes banned from disposal at the landfill, and shall indicate the location of the disposal area.
The landfill facility includes a citizen’s drop-off area near the entrance for use by the general
public. A drop-off recycling program has been implemented and containers for paper, glass, and
plastic are provided in the drop-off area for this purpose. In addition, 20-cubic yard bins are
provided in the drop-off area for disposal of MSW by residents with vehicles weighing one-half
ton or less. Residential vehicles with recyclables, bulky waste, and MSW are directed to the
recycling containers or bins for disposal.
Commercial refuse trucks must pass through the scale house and are weighed to determine the
amount of MSW being delivered for disposal.
Employees at the landfill are trained in the safety procedures for handling and detection of
illegal waste. The screening of hazardous waste is currently done through the random checking
of incoming loads by a City employee at the scalehouse and at the tipping area. When waste
that the landfill is not permitted to receive,hazardous waste or waste outside the landfill service
area is detected at the scalehouse, the load is rejected and not permitted into the landfill. If
waste that the landfill is not permitted to receivehazardous waste or waste outside the service
area is found at the tipping area, identification of the truck or persons is made (if possible) and
documented, the hazardous waste is identified and placed in a hazardous waste container and
taken to a designated hazardous waste staging area for proper disposal. When this occurs,
theevent is reported to the appropriate authorities City shall notify NCDEQ SWS within 24
hours.
Refer to the Waste Screening Programs Section Operations Plan for more detail on the Hanes
Mill Road Landfill’s specific solid waste program.
1.7 Equipment Requirements
Equipment requirements may vary in accordance with the method or scope of landfill operations
at any given time. Additional or different types of equipment may be provided as necessary to
enhance operational efficiency; however, in order to ensure adequate operation of the proposed
facility, arrangements shall be made to ensure that equipment is available for the following
activities.
• Preparing the cells for MSW reception.
• Spreading and compacting the waste.
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• Excavating and transporting cover soil.
• Spreading and compacting cover soil.
• Site maintenance and clean-up work.
• Extinguishing fires (and/or arrangements will be made to provide for fire protection).
The following is a list of the typical equipment kept on-site. Variations in the numbers, type, and
model of equipment will vary based on needs, fleet modifications, and maintenance
requirements.
• 1 Ton Dump Truck – Chevy
• 1 Ton Service Truck – Ford Flatbed
• 4 4-Wheel Drive Pickups – Chevy
• Articulated Dump Truck – Volvo A40
• Articulated Dump Truck – JD 40 Ton
• ATV – John Deere Gator
• Cement Kiln Dust Silo – LSC
• 2 Compactors – Caterpillar 836G
• Excavator – Caterpillar 345 BL
• Front End Loader – Caterpillar 963C
• Large Bulldozer – JD 1050C
• Motor Grader – John Deere 670C
• Posi Shell Sprayer – LSC
• Roll-off Truck – Volvo
• 2 Roll-off Trucks – Sterling
• Skid Steer – John Deere
• Skid Steer – Bobcat
• Small Bulldozer – John Deere 750C
• Small Bulldozer – JD 750J
• SUV – Chevy Suburban
• SUV – Toyota FJ Cruiser
• SUV – Ford Explorer
• Tandum Dump Truck – Chevy
• Tractor – John Deere 5420
• Water Truck – Caterpillar 613
The equipment on-site is currently used to manage refuse disposal operations. When the
proposed expansion is ready to accept refuse, the existing equipment will use the same
procedures and technique in spreading, compacting, and covering waste. In the event the waste
stream increases significantly, the need for additional equipment will be evaluated.
1.8 Landfill Capacity
When estimating the capacity, and ultimately the life expectancy of the MSE wall expansion,
several things must be considered: the waste tonnage received at the landfill, the density of the
waste, and the available space (airspace) for waste placement. Since Phase 1 of the western
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landfill expansion was opened in May 2005, several surveys have been performed on the waste
mass in order to estimate the density of the in-place waste. The cumulative waste density
between May 2005 and January 2019 is approximately 0.66 tons (1,320 pounds) of waste per
cubic yard of airspace consumed. This density has been utilized in forecasting the life of the
landfill.
1.8.1 Existing Operating Capacity
On September 19, 2000, the 230.23 acres were deemed suitable by the North Carolina
Department of Environmental Quality (NCDEQ) for disposal of municipal solid waste as
proposed in the conceptual plan of the approved site study. The site study presented a lined
landfill expansion unit (LEU) area of approximately 102 acres based on buffer requirements set
forth by local ordinances and the NCDEQ regulations. The total gross capacity (basegrade to
top of final cover) of the 102-acre LEU was estimated to be 13.7 million cubic yards (MCY), with
an estimated total net operating capacity for waste and operational soil of 12.4 MCY.
Subsequent to receiving approval of the site study, new information was obtained and further
engineering was conducted regarding the LEU. Based on this new information i.e. groundwater
data, soil information, and perimeter LEU features (perimeter berms, sediment basins, access
roads, etc.) some changes were made to the LEU. The following summarizes the changes
caused by this new information and further engineering.
• The LEU was reduced from 102 acres in the site study to approximately 88+/-±90 acres.
• The number of phases was reduced from five to three.
• Base grades were revised.
The discussion provided in Section 1.2 of this report, Facility Boundary, indicates the LEU of the
western landfill expansion increases from approximately 88±90 acres to 94 acres with inclusion
of the proposed MSE wall landfill expansion (Phases A and B). The following table presents the
LEU (maximum lined area) and gross volume for the LEU as previously presented in the
western landfill expansion site study, the currently proposed Phase A of the MSE wall landfill
expansion (approximate Stations 12+00 to 53+25), and the conceptual future Phase B of the
MSE wall landfill expansion (approximate Stations 0+00 to 12+00). Table 1 indicates that the
maximum lined area with both Phases A and B of the MSE wall expansion constructed (94
acres) will be less than the 102 acre LEU presented within the western landfill expansion Site
Study while the gross volume available will be increased from 13.7 million cubic yards (MCY) to
16.5 MCY.
Table 1 Landfill capacity estimates
Phase Maximum lined area (Ac.) Gross volume (MCY) Net operating capacity (MCY)
1-3 Site study LEU 102 13.7 12.4
1-2 Constructed 65 7.5 6.6
A MSE wall expansion 70 12.1 11.5
B MSE wall expansion 24 4.4 4.0
Total A and B MSE wall expansion 94 16.5 15.5
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The current disposal area permitted to operate is approximately 65 acres and is subdivided into
Phase 1, Cells 1, 2 and 3, and Phase 2, Cells 4 and 5 of the LEU. The total gross capacity for
Phases 1 and 2 of the western expansion landfill is estimated to be 7.5 MCY. This was
determined by comparing the design subgrade with the design final grades. The total net
operating capacity (which excludes the final cover and base liner system) for waste and
operations within Phases 1 and 2 is estimated to be 6.6 MCY.
As of the latest survey completed on January 5, 2019 the in-place waste volume is
approximately 5.1 MCY. The net capacity remaining was estimated to be 1.5 MCY. Assuming a
continuation of recent conditions, the remaining capacity would be consumed in the third quarter
of 2022.
The City will obtain the local government approvals and amendment to the current franchise
agreement required for the proposed landfill expansion and forward this information to NCDEQ
when it is available. The City will also will meet with their Planning Department to determine
which building codes and ordinances will apply to construction of the proposed MSE wall. This
information will also be forwarded to NCDEQ once a determination has been made.
1.8.2 Operating Capacity for Phase A MSE Wall Expansion Development
Phase A (approximate Station 12+00 to 55+25) of the of the proposed MSE wall landfill
expansion has an estimated total gross capacity of 12.1 MCY and a net capacity of 11.5 MCY
for waste and operations, to be placed within the expanded lined limits of Phase 1 and the
existing lined limits of Phase 2 of the western landfill expansion. This represents estimated
increases in gross capacity and net capacity of 4.6 MCY (63%) and 4.9 MCY (74%),
respectively, when compared to the estimated permitted capacities of combined Phase 1 and
Phase 2. Based on comparing existing fill surfaces from the latest topographic survey and the
proposed Phase A MSE wall expansion top of operational cover grades to the proposed
maximum intermediate cover grades, the estimated remaining net capacity with the Phase A
MSE wall expansion is 6.3 MCY. The net remaining capacity for the Phase A MSE wall landfill
expansion results in an additional site life of approximately 187 months from the date of the
latest topographic survey of January 5, 2018. This would allow the landfill to continue operation
to approximately August 2033. This assumes an alternate soil liner system and a continuation of
recent waste disposal and operational conditions. The Phase A MSE wall capacities are
summarized in Table 1 and Phase A site life calculations are provided as an attachment to this
permit amendment application.
Sheet 00C-10, Phase A MSE Wall Final Cover Grading and Drainage Plan, identifies the
anticipated final grading configuration within Phase A before filling begins within Phase 3 of the
landfill or Phase B of the MSE wall expansion. It is anticipated that the refuse filling within the
Phase A MSE wall expansion will begin at the western termination of the MSE wall
(approximate Station 535+25) and progress eastward and then northward following the MSE
wall until its temporary termination on the east side of the landfill (approximate Station 12+00).
The maximum top elevation of the Phase A MSE wall expansion is 10201026 feet which is
maximum height described in Section 1.8.4. The maximum top elevation complies with the City
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of Winston-Salem/Forsyth County Unified Development Ordinances, and was additionally
approved by the City of Winston-Salem Planning Board.
The Phase A MSE wall is approximately 4,125 feet long. The height varies along the length due
to the available lateral space for wall construction between the existing permitted limits of the
lined landfill and features that limit lateral expansion including sediment ponds, floodplains,
wetlands, and steep topography but ranges from a minimum of 1 foot at the western termination
(approximate Station 53+25) to a maximum of approximately 49 feet at approximate Station
28+84. Typical height of the wall is 20 to 30 feet. The bottom width of the wall, as measured
from the currently permitted limits of lined landfill to the outside face, varies between
approximately 42 feet at the western termination to 165 feet at approximate Station 28+84. The
top width of the wall, as measured from the MSE wall construction baseline to the outside face,
is constant at 38.33 feet. The exterior slope of the wall is 1H:2.7V. The variation in wall design is
shown on the cross sections on Drawing 00C-15 as well as the Tensar drawings in Part L of the
permit application.
1.8.3 Operating Capacity for Conceptual Phase B MSE Wall Expansion Development
Conceptual Phase B (approximate Station 0+00 to 12+00) of the of the proposed MSE wall
landfill expansion has an estimated gross capacity of 4.3 MCY and a net capacity of 4.0 MCY,
respectively, to be placed within the expanded lined limits of Phases 1, 2, and 3 of the western
landfill expansion. When combined with the Phase A MSE wall expansion, this represents
estimated increases in gross capacity and net capacity of 2.8 MCY (20%) and 3.1 MCY (25%)
when compared to the estimated permitted capacities of Phases 1, 2, and 3 combined from the
Site Study for the western landfill expansion. The net capacity for the Phase B MSE wall landfill
expansion results in an additional life of approximately 120 months which would extend the
landfill life to August 2043. This assumes an alternate soil liner system and a continuation of
recent waste disposal and operational conditions.
Sheet 00C-11, Conceptual Phase B MSE Wall Final Cover Grading and Drainage Plan,
identifies the anticipated final grading configuration within Phase B. The maximum top elevation
of the Phase B MSE wall expansion is also 1020 feet as described in Section 1.8.4. The Phase
B MSE wall capacities are summarized in Table 1 and site life calculations are provided as an
attachment to this permit amendment application.
The Phase B MSE wall is approximately 1,200 feet long. The height varies along the length due
to the available lateral space for wall construction between the existing permitted limits of the
lined landfill and features that limit lateral expansion including sediment ponds, floodplains,
wetlands, and steep topography but ranges from a minimum of 1 foot at the northern termination
(approximate Station 0+00) to a maximum of approximately 43 feet at approximate Station
6+19. Typical height of the wall is 20 to 30 feet. The bottom width of the wall, as measured from
the currently permitted limits of lined landfill to the outside face, varies between approximately
44 feet at approximate Station 3+00 to 127 feet at approximate Station 6+19. The top width of
the wall, as measured from the MSE wall construction baseline to the outside face, is constant
at 38.33 feet. The exterior slope of the wall is 1H:2.7V. The variation in wall design is shown on
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the cross sections on Drawing 00C-15 as well as the Tensar drawings in Part L of the permit
application.
1.8.4 Available Soil Resources and Required Soil Quantities
The available soil resources for the construction of the proposed expansion will come from a
combination of cell excavation, soil stockpiles, City owned the EVO site borrow areas (shown in
Drawing 00G-03, is located north of the landfill), and other off-site resources. The permeability
of on-site soils typically ranges from 1 x 10-3 cm/sec to 8 x 10-5 cm/sec which does not meet
the maximum permeability of 1 x 10-7 cm/sec required for the standard Subtitle D landfill liner
system. In order to construct the standard Subtitle D landfill liner system at the site, the on-site
soils will either need to be amended with bentonite or the soil will need to be imported from a
suitable off-site source which makes this option not cost competitive for the site. An alternate
liner system design utilizing 18 inches of 1 x 10-5 cm/sec soil, and a Geosynthetic Clay Liner
(GCL), and a 60 mil HDPE textured geoemembrane liner has been previously permitted for the
site and has been used in the construction of all of the Phases 1 and 2 cells. It is therefore
anticipated that this alternate liner system will be constructed for the proposed MSE wall landfill
expansion. The following tables present the estimates of the soil requirements for the Phase A
MSE wall landfill expansion and the conceptual Phase B expansion.
Table 2 Phase A MSE wall expansion soil requirements
Material Quantity (CY)
MSE wall structural fill 230,348
1.5’ Base Liner 9,278
2’ Operational cover (on lined slopes) 12,371
1.5’ Compacted soil liner (cap system) 141,927
1’ Vegetative support soil (cap system) 94,618
0.5’ Top soil (cap system) 47,309
Daily and intermediate cover* 1,262,729
Total 1,798,580
*Daily and intermediate cover assumed to be applied at a volumetric rate of 1:4 or 20% to remaining capacity.
Table 3 Conceptual Phase B MSE wall expansion soil requirements
Material Quantity (CY)
MSE wall structural fill 80,896
1.5’ Base liner 58,080
2’ Operational cover (on lined slopes) 24,627
1’ Operational cover (on cell floor)* 26,406
1.5’ Compacted soil liner (cap system) 85,547
1’ Vegetative support soil (cap system) 57,031
0.5’ Top soil (cap system) 28,516
Daily and Intermediate Cover** 807,083
Total 1,168,186
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* 1’ of stone drainage layer that will be placed on the cell floor will be obtained from off-site sources and therefore is not included in this calculation. ** Daily and intermediate cover assumed to be applied at a volumetric rate of 1:4 or 20%.
A 24-inch thick operational cover layer component will be placed over the geosynthetic liner
system on the proposed 3H:1V sideslopes of the MSE wall expansion. A 12-inch thick
operational cover layer component underlain by a 12-inch thick layer of leachate collection
stone will be placed over the geosynthetic liner system on the floor of the MSE wall expansion.
These layers will initially protect the geosynthetic liner system from damage due to equipment
operation and also allow leachate to drain to the leachate collection system. The physical
properties of these materials have been selected to maintain less than one1 foot of leachate
head over the liner system.
The soil necessary to construct structural fills, such as the MSE walls, and other appurtenances
of the proposed MSE wall expansion, such as roads, drainage pathways, and berms, will be
provided from on-site sources and, if required, off-site sources.
The majority of the soils required for operational procedures, such as daily and intermediate
cover, are anticipated to come from excavation within the previously permitted Phase 3 landfill
expansion area, soil stockpiles within this area, and City ownedthe EVO site borrow areas. The
cap system is expected to consist of three soil components: an 18-inch thick soil liner
component, and 12-inch thick vegetative support layer component, and a 6-inch top soil
component.
Currently, the previously permitted Phase 3 area is being used as a borrow and stockpile area
for daily operations and was used for the construction of the western landfill expansion Phases
1 and 2 Cells. To date, the amount of soil from cell excavation has exceeded the soil
requirements for cell construction and operation; however, if current landfill operations deplete
the soil available within Phase 3 area, soils may be trucked in from other City owned borrow
areasthe EVO site borrow area or other off-site sources.
Soil obtained from off-site must be from borrow areas with a NC mining permit, unless
exempted by general statutes, or otherwise the soil must be tested for chemical contamination
by a NC certified laboratory to demonstrate that it meets “unrestricted use standards” meaning
concentrations of contaminants, if any, are acceptable for all uses per NCGS 130A-310.65.
Analytical test results must show any contaminant of concern with a concentration less than or
equal to that in the NC Industrial/commercial Health Base Preliminary Soil Remediation Goal
(NC PSRG).
The construction contractor will be responsible for obtaining the appropriate permits and
approvals for an off-site borrow source as necessary and adhering to any testing requirements
as required by the permit.
1.9 Containment and Environmental Control Systems
The base liner and final cap system will be constructed in accordance with Section .1624
(b)(8)(9) of the North Carolina Administrative Code, Title 15A, Chapter 13, Subchapter 13B.
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1.9.1 Horizontal Separation Requirements
The horizontal separation requirement between the disposal boundary (liner) and the property
line is a minimum of 300 feet, the minimum buffer between private residences and wells and the
disposal boundary is 500 feet, and the minimum buffer between any surface water (stream,
river, and creek) and the disposal boundary is 50 feet. The proposed MSE wall landfill
expansion design satisfies all buffer requirements.
1.9.2 Base Liner System
The base liner area for the constructed western expansion landfill Phases 1 and 2 is
approximately 65 acres and is shown on Sheet 00C-02, Currently Permitted Basegrades
(Bottom of Clay Liner). The post-settlement bottom elevation of the base liner system will meet
the minimum requirement of four feet above the seasonal high groundwater table and bedrock.
Two base liner systems are currently permitted for the landfill: the standard Subtitle D liner
system and an alternate liner system. Since on-site soils do not meet the maximum permeability
requirement of 1 x 10-7 cm/sec for the standard Subtitle D liner system, it has been more cost
effective to use an alternate liner system in the construction of the existing Phases 1 and 2
landfill cells. The same alternate liner system is proposed for the MSE wall expansion.
The alternate liner system is comprised of an 18-inch thick compacted soil liner with a
permeability of no more than 1 x 10-5 cm/sec, a geosynthetic clay liner, and a textured 60 mil
HDPE geosynthetic liner. Liner constructed on the floor of cells will be covered with a cushion
geotextile, 12 inches of leachate collection stone, a separator geotextile, and 12 inches of
operational cover. Liner constructed on 3H:1V sideslope, including the inboard slope of the MSE
walls, will be covered with a drainage geocomposite, and 24 inches of operational cover.
The proposed MSE wall expansion will require the newly constructed sideslope liner on the
inboard slope of the MSE wall/perimeter berm to be connected to the existing sideslope liner.
This connections will generally be achieved by the following sequence:
1. Construct the MSE wall and perimeter berm.
2. Expose five5 feet of the existing sideslope liner system beginning at the existing anchor
trench.
3. Cut the existing exposed geocomposite and geomembrane at the existing anchor trench
and roll back downhill.
4. Cut existing GCL at anchor trench and remove enough for compacted soil liner tie-in.
5. Install new compacted soil liner on the recently constructed sideslope and tie into
existing soil liner by benching.
6. Deploy new GCL from crest of slope and overlap existing GCL.
7. Roll back existing geomembrane over GCL tie-in.
8. Deploy new geomembrane from crest of slope and extrusion weld to existing
geomembrane.
9. Roll back existing geocomposite over geomembrane tie-in.
10. Deploy new geocomposite from crest of slope and overlap existing geocomposite and tie
together.
11. Place 2two feet of operational cover over geosynthetics.
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A Typical Sideslope Liner Connection detail is provided on Sheet 00C-19. See individual
specification sections for the various materials for details on how to make the connections.
1.9.3 Final Cap System
The area for the final cap system for the proposed Phase A MSE wall landfill expansion
(approximate Stations 12+00 to 53+25) consists of approximately 58.65 acres which excludes
the area where the future Phase B MSE wall landfill expansion (approximate Stations 0+00 to
12+00) will piggyback onto Phase A as shown on Sheet 00C-10, Phase A MSE Wall Final
Cover Grading and Drainage Plan. The conceptual Phase B MSE wall landfill expansion
consists of approximately 35.35 additional acres of final cap for a total of approximately 94
acres of final cap for the unit as shown on Sheet 00C-11, Phase B MSE Wall Final Cover
Grading and Drainage Plan. As a minimum, the components of the final cap system from the
bottom to the surface will consist of a minimum 6-inch foundation layer consisting of
intermediate cover, 18-inch thick compacted soil liner, a geomembrane, a drainage
geocomposite, 12-inch thick vegetative support soil, and a 6-inch thick top soil layer. It is
anticipated that the top most 6-inch layer of the 12-inch thick intermediate cover layer will be
recompacted to meet the requirements of the compacted soil liner and incorporated into this
layer.
A landfill gas collection system has been installed within Phase 1 of the western landfill
expansion as shown on Sheet 00G-06, Gas Collection System West. The system will be
expanded and incorporated into the final cap system for the MSE wall expansion. The existing
landfill gas wells within Phase 1 will be vertically extended and supplemented as needed to
collect landfill gas generated from the additional waste that will be placed as part of the MSE
wall landfill expansion. At a minimum, the expanded collection system will consist of one or
more of the following: (1) a horizontal system including a horizontal “drainage” collection layer
leading to collection pipes; (2) a vertical system consisting of a predetermined location of
vertical collection wells; or (3) the appropriate system available at the time of closure.
1.9.4 Drainage, Erosion and Sediment Control
The erosion and sediment control structures are designed and maintained to manage the run-off
generated by the 25-year storm event, and conform to the requirements of the Sedimentation
Pollution Control Law (15A, NCAC, 4).
Run-on control structures within the footprint of the landfill expansion will include temporary
diversion berms and ditches placed across the areas upgradient of the active fill cell. The
temporary berms and ditches will prevent run-on from either undeveloped areas or previously
filled and covered areas from discharging onto the active cell during a storm event. All storm
water collected will be conveyed to existing sediment basins in the landfill expansion area.
The proposed MSE wall landfill expansion will use the existing system of sediment basins at the
site to control and treat stormwater. The contributing areas flowing to each sediment basin after
MSE wall construction have been limited to the respective contributing area assumed during the
original design of each basin in order to keep stormwater inflows within those originally
assumed. Calculations demonstrating the original contributing areas to each sediment basin are
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not exceeded are provided in the stormwater calculations within the Calculations section of this
Permit Amendment Application.
As part of the final cap system, tack-on berms will be constructed on the sideslopes to intercept
run-off and prevent erosion. The tack-on berms will be longitudinally sloped and be
approximately 40 vertical feet apart. The tack-on berms will carry run-off to strategically located
24-inch diameter HDPE buried slope drains that will convey the run-off to perimeter drainage
channels that drain to one of the existing sediment basins. On the top slopes of the landfill,
diversion berms will direct runoff to the slope drains. Drop inlets will be provided within the
perimeter drainage channels along the proposed MSE wall to direct the stormwater to culverts
constructed beneath the MSE wall that will drain to the sediment basins. The drainage controls
have been designed to limit the flow to each existing sediment basin such that the design
capacity of each basin is not exceeded. The proposed final cover drainage systems are shown
for the proposed Phase A MSE wall landfill expansion (approximate Stations 12+00 to 53+25)
and the conceptual Phase B MSE wall landfill expansion (approximate Stations 0+00 to 12+00)
on Sheets 00C-10 and 00C-11, respectively. Calculations demonstrating that the drainage
controls are capable of handling the flows generated from both the 25-year and 100-year storm
events while maintaining adequate freeboard are provided in the stormwater calculations within
the Appendix K (Calculations section) of this Permit Amendment Application. The calculations
assume a worst case condition of full buildout (i.e. maximum height) of the landfill although the
current permit amendment is limited to a maximum landfill top elevation of 1020 feet.
Cover vegetation shall be developed in accordance with post-closure land use consistent with
the City’s long-range plans. Plant species shall be selected based on the following criteria:
• Vegetation depth of rooting shall not extend to the barrier layer per final cover design.
• Final cover vegetation to be generally tolerant to landfill gas and local cover soil
conditions.
• Site climate adaptability (temperature, rainfall or drought tolerance, wind effects,
exposure, and sunshine).
• Plant species shall be persistent and self-propagating.
• Plant species shall exhibit a high percentage of surface coverage.
• Plant species shall exhibit low long-term maintenance needs.
• Additional procedures will be developed to implement and protect the integrity and
quality of the final cover, and prevent soil erosion in disturbed areas.
1.9.5 Methane Gas Control
A landfill gas collection system is installed within Phase 1 of the western landfill expansion as
shown on Sheet 00G-06, Gas Collection System West. This system will be expanded as the
landfill expands in the future. A system has been implemented to monitor for gas migration
along the perimeter of Phases 1 and 2 of the western landfill expansion area and is proposed to
remain to monitor gas migration after the Phase A MSE wall landfill expansion (approximate
Stations 12+00 to 53+25) is constructed. The monitoring system will be expanded when the
Phase B MSE wall landfill expansion (approximate Stations 0+00 to 12+00) is constructed.
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1.10 Leachate Management
1.10.1 Leachate Collection System
The general leachate management system includes the collection, storage, treatment, and
disposal of the leachate generated. The collection of leachate is facilitated by use of perforated
HDPE pipe laterals designed to hydraulically convey leachate to sump areas, which each
contain two submersible pumps. There are two sump areas and associated leachate pump
stations located within Phase 1 of the western landfill expansion. Phase 2 is graded such that
leachate flows to the Phase 1 leachate collection system. From the pump stations, leachate is
pumped through a solid dual wall HDPE pipe to above-ground tanks for storage. Clean-out riser
pipes are provided for each lateral as shown on the drawings to allow for periodic cleaning.
Pretreatment, if required, will be employed on-site to meet the standards for disposal into a
sanitary sewer line feeding a publicly owned treatment works (POTW) facility. The existing
leachate collection system for the landfill is shown on Sheets 00G-07 and 00G-08.
Construction of the Phase A MSE wall landfill expansion (approximate Stations 12+00 to 53+25)
will require modifications to the existing Phase 1 leachate pump stations to allow construction of
the MSE wall within these areas. No new sumps will need to be constructed for the Phase A
expansion. The proposed modifications include relocation of the pump stations to the top of the
proposed MSE wall and the extension of the existing 24-inch diameter HDPE riser pipes along
the inboard MSE wall slopes to the relocated pump stations. In addition, the leachate cleanout
pipes located where the Phase A MSE wall will be constructed will also need to be extended to
the top of the MSE wall. Similarly, the construction of the MSE wall will require the relocation of
a portion of the leachate forcemain conveying leachate from the pump stations to the leachate
tanks. The proposed extension of the existing leachate collection system pipes is shown on
Sheet 00C-05, Phase A MSE Wall Top of Liner. Details of the proposed leachate collection
system modifications are shown on the Sheets 00C-20 and 00C-21, Leachate Collection
Details. The leachate pump calculations provided in Part K of the permit application
demonstrate that the relocation of the pump stations will have minimal impact on the operating
capacity of the existing pumps and therefore the existing pumps can be used after the
expansion is complete.
Table 4 contains a listing of the proposed modifications to the existing leachate collection
system for the Phase A MSE wall landfill expansion and their approximate modified locations
based on MSE wall stationing.
Table 4 Phase A MSE Wall LCS modifications
Modification Quantity Approximate location
(station)
Leachate Enclosure No. 1 1 34+53
24” HDPE Riser Pipe Extensions 2 @ 46 LF
Leachate Enclosure No. 2 1 25+08
24” HDPE Riser Pipe Extensions 2 @ 57 LF
Leachate Forcemain 2,853 LF 6+00 to 34+53
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Modification Quantity Approximate location
(station)
Cleanout Pipe Extensions 39 (1,680 LF) (see Sheet 00C-05)

The future Phase B MSE wall landfill expansion (approximate Stations 0+00 to 12+00) is
anticipated to include base liner construction within the current Phase 3 landfill footprint and
therefore modifications to the currently constructed leachate collection system, beyond leachate
forcemain relocation, will not be required. A new sump and leachate pump station will probably
be required within Phase B. Details of the proposed leachate collection system within Phase B
will be presented within a future permit amendment.
1.10.2 Leachate Generation Rates
Leachate is generated from several sources: the moisture generated from the decomposition of
waste, the liquids present at the time of disposal, and storm water that infiltrates the waste.
Disposal of liquids is currently prohibited in MSW landfills and unless it has rained during
collection, most waste is relatively dry; therefore, the majority of all leachate is derived from
precipitation. Operations can greatly influence the diversion of precipitation from the landfill and
hence impact the amount entering the system to be collected as leachate at some future date.
HDR has tracked leachate collection at the Hanes Landfill since the first lined cell was opened
in May of 1997. Currently leachate is collected from the closed unlined landfill via a collection
trench below the piggyback slope, the lined cell in the original landfill area (piggyback cell), and
Phases 1 and 2 of the western expansion landfill. Data collected through August 2019 is
illustrated on Figure 2. This figure illustrates total leachate generation, rainfall, relevant dates in
the history of the leachate collection system, average gallons of leachate production per day
between the relevant dates and trends for the two major phases of collection (piggyback and
western expansion). The HELP model runs performed by HDR typically project more leachate
production than is actually collected.
Table 54 indicates leachate collection averages per period and cumulatively. Leachate
collection data is also illustrated on Figure 2.
Table 54 Leachate collection
Milestone dates Cumulative (gals) Interval rate between events (gpd)
Rate to date, from May 1997 (gpd)
Significant event
1-May-97 0 1,985 1,985 Lined 15-acre Cell 1 opens (piggyback cell, original landfill area)
1-Jan-98 486,215 7,825 5,219 Collection of Rain Data at landfill is initiated
1-Nov-98 2,865,065 5,146 5,193 Lined 10-acre Cell 3A opens (Piggyback cell, original landfill area)
1-Sep-99 4,429,596 93,426 10,013 Hurricane Floyd
20-Oct-99 9,304,732 3,686 8,997 Hurricane Floyd
10-Apr-00 9,671,580 6,375 8,420 Lined 12-acre Cell 2 opens
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Milestone dates Cumulative (gals) Interval rate between events (gpd)
Rate to date, from May 1997 (gpd)
Significant event
(piggyback cell, original landfill area)
7-Feb-01 11,602,938 12,967 8,593 Lined Cell 3 opened to Cell 2 Sump (original landfill area)
2-Apr-01 12,308,263 1,504 6,707 End of Spring Rain
3-Sep-02 13,089,140 3,151 6,268 Leachate Tank A bypassed for new construction
5-Jun-03 13,954,703 3,890 6,107 Leachate Tank A reconnected to system 28-May-03
14-Nov-03 14,585,364 3,584 5,634 Leachate system start-up training
17-May-05 16,556,272 13,909 6,785 Phase 1 Cell 1A opens (landfill expansion area)
4-Sep-06 23,156,411 35,113 9,616 Phase 1 Cell 2 connected to leachate system (landfill expansion area)
18-Sep-07 36,464,167 15,349 11,234 Lined landfill in original area closed (Piggyback cell)
18-Oct-11

59,349,000 22,341 14,401 Cells 3 and 4 Permit to Operate (landfill expansion area)

25-Jul-17 106,422,000 Cell 5 Permit to Operate (landfill expansion area)

The peak leachate collection at the site (~93,426 gallons per day) was experienced in the fall of
1999, immediately following Hurricane Floyd’s impact on the area. Table 4 indicates that the
interval leachate generation rate typically fluctuates, as expected, as new cells become
operational and other cells are closed or filled. There is a general upward trend in cumulative
leachate generation rate since records began on May 1, 1997 as more lined landfill area was
added. As shown on Figure 2, the average leachate generation rate over the past five5 years is
approximately 484,000 gallons per month which is equivalent to approximately 16,133 gallons
per day.
Increasing the solid waste footprint from 65 to 70 acres from Phase A MSE wall construction
represents an 8 percent increase in area generating leachate. The most critical period for
leachate generation is before waste is placed in the new lined area where precipitation has
direct contact with the leachate collection system. The HELP model calculations in Part K of the
permit application show that as increasing depths of waste are placed over the liner, the peak
leachate generation rates decrease significantly. Geosynthetic rain cover will be used to limit
leachate generation in unused portions of the expansion. The relatively small additional solid
waste footprint will allow for rapid filling of the area with waste which will minimize large spikes
in leachate production.
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1.10.3 Leachate Management Systems
1.10.3.1 LEACHATE PIPELINE OPERATING CAPACITY
The selected diameter for the leachate collection laterals and headers (minimum eight8 inches)
will be sufficient to drain leachate so as not to exceed 1 foot of head above the base liner. The
maximum spacing for the laterals of 100 feet, as shown on the drawings, is based on the
potential for recirculating leachate in the future. The chemical properties of the pipes and any
materials used in installation will be selected to minimize the adverse effects of leachate
corrosion. The physical properties of the pipe were selected to provide adequate structural
strength to support the maximum static and dynamic loads and stresses imposed by the
overlying materials and any equipment used in construction and operation of the proposed
expansion.
The material surrounding the leachate collection pipes will consist of a coarse aggregate
installed to provide a direct conduit between the pipe and waste. The aggregate will be
chemically compatible with the leachate generated and will be placed to provide adequate
support to the pipes.
Calculations for the leachate management system relative to the Phase A MSE wall landfill
expansion are included in the Calculations section of the permit application.
1.10.3.2 CAPACITY OF STORAGE AND TREATMENT FACILITIES
The current method for storing the extracted leachate from the closed lined landfill and the
western landfill expansion is in the form of two above-ground circular tanks. The tanks each
have a 42-foot diameter and a 20-foot wall height. Each tank has a capacity of approximately
207,000 gallons (414,000 gallons total). The tanks were sized based on the estimated leachate
generated from the western landfill expansion unit (88+/-±90 acres) and the closed lined landfill
(37+/- acres). An approximately 6-foot tall concrete wall approximately 120 ft x 68 feet
encompasses both tanks and provides a capacity of 366,000 gallons of secondary containment.
As previously stated, it is anticipated that approximately 16,133 gallons per day of leachate will
be collected on average days from combined Phase 1 and Phase 2 of the landfill expansion
(total of 65 acres of lined area). Prorating this leachate generating rate for the additional
approximately 5 acres of lined area that will be added with the Phase A MSE wall expansion
(approximate Stations 12+00 to 53+25) results in an estimated average daily leachate
generation rate of approximately 17,374 gallons per day. At this generation rate, the existing
tanks have approximately 24 days of storage capacity without any discharge occurring. The
calculations added to Part K are based on the HELP model results which project larger
quantities of leachate upon MSE wall expansion construction than are currently experienced
and indicate that the existing leachate collection and removal system is adequate for the
increased leachate flows. This capacity is considered sufficient for the proposed Phase A MSE
wall landfill expansion. Currently, the City is allowed to discharge all leachate to the waste water
treatment plant immediately after collection.
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The leachate storage capacity will be re-evaluated for the Phase B MSE wall landfill expansion
(approximate Stations 0+00 to 12+00) at the time of permitting based on updated leachate
generation rates and the additional lined acreage to be added.
1.10.3.3 FINAL DISPOSAL PLANS AND DISCHARGE LIMITS
Winston-Salem/Forsyth County Utilities manages wastewater and intends to continue handling
the treatment and disposal of leachate internally. A sanitary sewer main (30-inch, gravity) is
available on landfill property and is being utilized for transporting the leachate to the local
POTW. The sewer main has adequate capacity to handle the anticipated leachate flow rates.
The receiving wastewater treatment plant also has adequate capacity to handle the anticipated
leachate discharge from the landfill. The plant is permitted to receive up to 15 MGD total intake
from all entities and is presently receiving approximately 11 MGD. That provides more than
adequate capacity to handle the relatively small amount of discharge contributed by the landfill.

c:\pwworking\tpa\d0210424\Hanes Leachate Quantity.xlsx10/29/2019484 484020,00040,00060,00080,000100,000120,000140,00002,0004,0006,0008,00010,00012,00014,000Cumulative Thousand GallonsThousand GallonsFigure 2Leachate Collection Data Hanes LandfillAverage generation rate over last 60 months (Kgal/month)Monthly Discharge (KGAL)Cumulative Effluent (KGAL)
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1.11 Non-Disposal Waste Management Units
1.11.1 Residential Drop-Off Area
When customers arrive at the Hanes Landfill scale house, the waste screening process begins
(see Waste Screening Programs in the Operations Plan). Once the weighmaster determines the
waste is authorized for disposal, the customer is directed to appropriate place for unloading. Not
all vehicles that transact business at the landfill are directed to the working face for unloading of
their waste. For the most part, small vehicles such as cars, pickup trucks, vans, trailers are sent
to the Residential Drop-off Area (RDA). This RDA is located immediately adjacent to the scale
house and is composed of ten bays by which customers can unload their waste into roll-off
containers. Once the containers are full, landfill staff transport those containers to the working
face.
One of the bays located at the RDA is reserved for scrap metal. Customers and landfill staff
routinely unload scrap metal into this container and once full, it is taken to a scrap metal
recycler. Presently, this off-site metal recycler is OmniSource, [phone].
1.11.2 Scrap Tire Area
The Hanes Mill Road Landfill operates a scrap tire collection facility within the facility boundary
of the landfill because whole scrap tires are banned from landfilling. This facility is located
immediately adjacent to the Residential Drop-off Area and consists of a dock which is used for
off-loading and storage of scrap tires. Presently, this is operated under contract by Central
Carolina Holdings (CCH), [phone].
Most customers that use this scrap tire collection facility are permitted, scrap tire haulers,
hauling whole scrap tires from tire retailers. These haulers arrive at the scale house where the
latest North Carolina Scrap Tire Certification form is presented to the weighmaster. If Parts I and
II of this form are properly executed, the weighmaster executes Part 3 of the form. No charge is
levied for this transaction. The weighmaster then gives the hauler a voucher indicating the
number of tires brought in his load. The hauler is then directed to give this voucher to contractor
personnel located at the scrap tire dock. See Appendix A for a sample of this voucher. The
hauler then unloads the tires at the dock while the contractor loads the tires into on-site trailers.
Once a trailer is full, it is transported to the contractor’s scrap tire recycling/disposal facility.
For those customers that do not have an executed North Carolina Scrap Tire Certification form,
they are charged the appropriate fee, given the tire voucher, then directed to the scrap tire off-
loading dock.
1.11.3 White Goods Area
The Hanes Mill Road Landfill operates a white goods facility within the facility boundary of the
landfill because white goods are banned from landfilling. This facility is located immediately
adjacent to the maintenance shop, and consists of a large concrete pad with push walls.
Customers that arrive at the Hanes Mill Road Landfill with white goods transact business at the
scale house as normal waste does. However in this case, there is no tipping fee for white
goods. Once the transaction is complete, the customer is directed to the white goods facility,
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which is staffed by either trained City employees or trained temporary labor. The white good is
then unloaded upon the concrete pad where white goods that contain CFCs are separated from
the ones that do not contain CFCs. Presently, the Hanes Landfill retains the service of an
outside contractor to extract the CFCs for recycling. When the white good has had the CFC
extracted, the unit is marked to identify what units can then be loaded into a roll-off container for
transportation to a scrap metal recycler. The following are the contractors for this facility:
Present CFC extraction vendors: Rapid Recovery [phone]; and scrap metal recycler:
OmniSource, [phone].

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Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Facility Plan Appendix A – Scrap Tire Voucher

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Appendix A – Scrap Tire
Voucher

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Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Facility Plan Appendix B – Norfolk Southern Railroad Agreements

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Appendix B – Norfolk
Southern Railroad Agreements

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HDR Engineering, Inc. of the Carolinas 301 N Main Street, Suite 2030
Winston-Salem, NC 27101-3836 336.955.8250 NC License F0116
hdrinc.com
© 2020 HDR, Inc., all rights reserved
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Permit Amendment B – Engineering Plan

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B – Engineering Plan

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Permit Amendment B – Engineering Plan

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Engineering Plan
Hanes Mill Road Landfill
Winston-Salem/Forsyth County Utilities

Winston-Salem, North Carolina
November 2019
Revised JulySeptember 2020

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Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Engineering Plan Contents
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Contents
1 Facility Design ........................................................................................................................ 1
1.1 General ............................................................................................................................ 1
1.2 Foundation ....................................................................................................................... 2
1.3 Base Liner System ........................................................................................................... 3
1.3.1 Standard Subtitle D Liner System ............................................................................. 3
1.3.2 Alternate Liner System .............................................................................................. 3
1.3.3 Leachate Collection System ...................................................................................... 4
1.4 Placement of Leachate Collection Stone and Operational Cover Layer .......................... 6
1.5 Slope Stability Analyses ................................................................................................... 7
1.5.1 External MSE Wall Stability ....................................................................................... 7
1.5.2 Internal MSE Wall Stability ...................................................................................... 10
1.5.3 Final Cover Veneer Stability .................................................................................... 12
1.5.4 Interim Landfill Stability ........................................................................................... 12
1.5.5 Toe Excavation Landfill Stability .............................................................................. 12
1.5.6 MSE Wall Failure Analysis ...................................................................................... 12
1.6 Foundation Settlement Analyses ................................................................................... 13
1.7 Cap System Design ....................................................................................................... 14
1.8 Landfill Gas Management System ................................................................................. 14
1.9 Leachate Handling and Storage Facilities ..................................................................... 15
1.9.1 General .................................................................................................................... 15
1.9.2 Contingency Measures ............................................................................................ 17
1.10 Construction Sequence .............................................................................................. 17
2 Construction Practices ......................................................................................................... 18
3 Special Engineering Features .............................................................................................. 19
3.1 Alternate Liner System ................................................................................................... 19
3.2 Leachate Recirculation .................................................................................................. 19
3.3 MSE Wall Access and Maintenance Roads ................................................................... 19
4 Design Hydrogeologic Report .............................................................................................. 20
5 Engineer’s Certification ........................................................................................................ 20

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Tables
Table 1 Bearing Capacity Analyses Summary .............................................................................. 8
Table 2 Global Stability Analyses Summary ................................................................................. 8
Table 3 Direct Sliding Stability Analyses Summary ...................................................................... 9
Table 4 Eccentricity Stability Analyses Summary ......................................................................... 9
Table 5 Overturning Stability Analyses Summary ......................................................................... 9
Table 6 Internal Stability Analyses Summary ............................................................................. 10
Table 7 Uniaxial Geogrid Allowable Tensile Strengths (TAL) ....................................................... 11
Table 8 Biaxial Geogrid Design Parameters ............................................................................... 11
Table 9 Reinforced Backfill Soil Properties ................................................................................. 11
Table 10 Interim Landfill Stability Analyses Summary ................................................................ 13
Table 11 Estimated Phase A Landfill Gas System Modifications ............................................... 15

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1 Facility Design
The facility has been designed in general accordance with Rule .1620(d).
The proposed Mechanically Stabilized Earth (MSE) wall landfill expansion will allow the
continued use of existing facilities such as the scalehouse facility, truck scales, paved access
road, leachate management facility, landfill gas facility, maintenance building, and the existing
Phases 1 and 2 bottom liner and leachate collection systems of the western landfill expansion.
Site development for the proposed MSE wall landfill expansion will include excavation of borrow
and stockpile areas, construction of MSE walls, construction of additional lined area inboard of
the MSE walls, relocated perimeter roadway on top of the MSE wall, storm water conveyance
modifications, leachate collection system modifications, and landfill gas management system
modifications.
The proposed MSE wall landfill expansion will be developed in two phases. The Phase A MSE
wall expansion (approximate Stations 12+00 to 53+25) will consist of construction of a MSE wall
around the south and east perimeter of existing Phase 1 and is the subject of the current Permit
Amendment. The future Phase B MSE wall expansion (approximate Stations 0+00 to 12+00)
will be constructed around the east perimeter of Phase 2 and the east perimeter of future Phase
3 of the western landfill expansion. The proposed design for the Phase A MSE wall expansion
and conceptual design for the Phase B MSE wall expansion are shown on the Facility Plan
drawings (Sheets 00C-03 through 00C-08, 00C-13 through 00C-18, 02C-01 through 02C-10,
and the Tensar drawings in Part L of the permit amendment).
The facility is currently surrounded on all sides by natural barriers, fencing, or an equivalent
means of controlling vehicular access and preventing illegal disposal. All access is limited by
gates, and such gates are securable and equipped with locks.
Internal roads will be maintained to be passable in all types of weather by vehicles. All operation
areas and units will be accessible. Roads will be finished with either gravel or asphalt. Internal
roads will be a minimum of 20 feet wide, except at the top and base of the proposed MSE wall
which will be 15 feet wide, and will not have slopes steeper than 8 percent.
1.1 General
Preparation and development of the MSE wall landfill expansion will require a number of
activities including some site clearing, subgrade preparation, MSE wall construction, soil liner
placement, Geosynthetic Clay Liner (GCL) installation, HDPE geomembrane installation,
placement of the leachate collection system, relocation of existing leachate pump stations, and
stormwater management system modifications.
Site clearing will be limited to the minimum area required for MSE wall and maintenance road
development and landfilling operations. Much of the MSE wall alignment will be located within
the existing perimeter road which will limit disturbance outside of the currently cleared area.
Clearing within the existing limits of waste will primarily consist primarily of removal of debris
and vegetation from the existing intermediate cover to allow adequate tie in of the MSE wall
sideslope liner system and temporary and permanent modifications to the existing landfill gas
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collection and leachate collection and removal systems. Clearing outside of the current limits of
waste but outside of the current tree line will consist primarily of removal of the existing access
road pavement and removal of vegetation and topsoil in areas where the MSE wall and roads
are to be constructed or other filling is required. There is very limited clearing required within the
existing tree line which would include removal of existing trees, other vegetation, and topsoil.
Clearing for the MSE wall landfill expansion is expected to be performed by the City or a
clearing contractor. Trees, stumps, and other wood debris will either be disposed of off-site,
ground and reused on-site, or burned in accordance with state requirements for disposal of
land-clearing debris.
The proposed limits of disturbance (LOD) that will essentially correspond to the limits of clearing
for the MSE wall expansion project and are shown on Sheets 00C-03 and 00C-04 for Phase A
and Phase B MSE wall construction, respectively, along with anticipated acreages.
Open burning of solid waste, except for the approved burning of land clearing debris generated
on-site or debris from emergency clean-up operations, is prohibited at all MSWLF facilities. Prior
to any burning, a request will be sent to the Division of Waste Management (DWM) for review.
The DWM will make the ultimate determination about whether the burning is approved. A
notation of the date of approval and the name of the DWM personnel who approved the burning
will be included in the operating record.
Topsoil will be removed and stockpiled for use in establishing vegetation within the MSE wall
landfill expansion area or later use in closure operations. During any site-clearing activity,
appropriate erosion and sediment control procedures will be followed to control erosion from
disturbed areas.
1.2 Foundation
The foundation of the MSE wall landfill expansion is anticipated to consist of the naturally
occurring soils and previously placed compacted soil fill within the landfill perimeter berm and
road. Based on the geologic exploration of the subsurface during the original Site Study for the
western landfill expansion (see Design Hydrogeological Reports for Phase 1 and Phase 2 of the
western landfill expansion), and the recent borings performed along the proposed alignment of
the MSE wall contained in the MSE Wall Geotechnical Report, no areas of gross instabilities are
expected. After excavation of the site to the design subgrade, the area will be proofrolled
(minimum 20-ton pneumatic tired vehicle) for confirmation and any areas noted to exhibit signs
of instability will be excavated and backfilled with structural fill.
The MSE Wall Foundation Grading Plan Detail Sheets (Sheets 02C-03 and 02C-04) show the
required grading for the first layer of geogrid reinforcement. The MSE walls have been designed
such that the first layer of reinforcement is close to existing grade at the proposed outer face of
the wall and will therefore not require deep excavation that may encounter the groundwater
table. . A subsurface drainage network therefore is not necessary. The proposed Subdrain
within the MSE wall shown on Detail 3 on Sheet 00C-18 is a contingency to allow drainage if
required during construction. Once the bottom liner is extended over the inside face of the berm,
the lined perimeter channel is constructed, and the generally low permeability compacted
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backfill is in place, there should be no significant infiltration into the wall requiring a subsurface
drainage network. If groundwater is encountered during construction of the MSE wall subgrade,
pervious graded stone backfill will be used for the wall within the saturated zone to prevent
undrained conditions from developing as required in Specification 31 38 40 – Geosynthetic
Reinforcement – MSE Wall provided in Part I of the application.
The MSE wall and the extension of the perimeter berm on the inside face of the wall will be
constructed at the same time. The contractor will be responsible for protecting his work from
surface water damage during construction. The type of surface water control during MSE wall
construction is therefore a means and methods issue to be addressed by the contractor. Once
the MSE wall and perimeter berm extension are completed, stormwater will be adequately
controlled to prevent significant infiltration of stormwater into the reinforced zone of the MSE
wall.
1.3 Base Liner System
1.3.1 Standard Subtitle D Liner System
In accordance with NCAC Title 15.A. Chapter 13, Subchapter 13.B, Section .1624 (2)(1)(A)(i),
the standard subtitle D liner system consists of, from bottom to top, 24 inches of a low
permeability clay (1 x 10-7 cm/sec) and a 60 mil HDPE geosynthetic liner. Since suitable
deposits of low permeability clay have not been identified on-site and due to the cost of using
bentonite amended soils, an alternate liner system has historically been used to construct the
lined cells at the site and is anticipated to be used for the MSE wall landfill expansion. The
standard Subtitle D sideslope liner system is provided as Detail 3 on Sheet 00C-19.
1.3.2 Alternate Liner System
An alternate liner system has been used at the facility and is also proposed for the MSE wall
landfill expansion in accordance with NCAC Title 15.A Chapter 13, Subchapter 13.B, Section
.1624 (2)(1)(A)(ii) and NCDENR Permit Guidance issued September 15, 2000. The proposed
alternate liner system will consist of a textured 60 mil HDPE geomembrane overlying a
geosynthetic clay liner and 18 inches of soil with permeability no greater than 1 x 10-5 cm/sec.
This alternate liner system will be constructed along the inboard slope of the MSE wall and will
connect to the existing sideslope liner. A detail of the proposed sideslope liner, incorporating the
alternate liner system, is provided as Detail 2 on Sheet 00C-19 of the Facility Plan Drawings.
The proposed MSE wall expansion will require the newly constructed sideslope liner on the
inboard slope of the MSE wall/perimeter berm to be connected to the existing sideslope liner.
This connections will generally be achieved by the following sequence:
1. Construct the MSE wall and perimeter berm.
2. Expose 5 feet of the existing sideslope liner system beginning at the existing anchor
trench.
3. Cut the existing exposed geocomposite and geomembrane at the existing anchor trench
and roll back downhill.
4. Cut existing GCL at anchor trench and remove enough for compacted soil liner tie-in.
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5. Install new compacted soil liner on the recently constructed sideslope and tie into
existing soil liner by benching.
6. Deploy new GCL from crest of slope and overlap existing GCL.
7. Roll back existing geomembrane over GCL tie-in.
8. Deploy new geomembrane from crest of slope and extrusion weld to existing
geomembrane.
9. Roll back existing geocomposite over geomembrane tie-in.
10. Deploy new geocomposite from crest of slope and overlap existing geocomposite and tie
together.
11. Place 2 feet of operational cover over geosynthetics.
A Typical Sideslope Liner Connection detail is provided on Sheet 00C-19. See individual
specification sections for the various materials for details on how to make the connections.
The sideslope liner connection will require the excavation of in-place waste in order to perform
the connection. The excavated waste will either be hauled to the working face of the landfill by
the contractor for disposal or temporary piled on the inboard (i.e. landfill) side of the excavation
for use as backfill after the liner connection is complete. The excavated waste will be subject to
the permit daily and intermediate cover requirements. In order to avoid long term open
conditions, the contractor will be required to excavate only immediately before the liner
connection is made and to backfill the excavation as soon as possible after the connection and
following receipt of acceptable testing results for the soil and geosynthetic components of the
liner system.
The proposed Phase A MSE wall expansion, as shown on Sheet 00C-05 of the Facility Plan
Drawings, will add approximately 4.1 acres of lined landfill area to the existing landfill that will
consist entirely of alternate sideslope liner.
Construction of the Phase A MSE wall and the associated expansion of the sideslope liner
system will involve minimal excavation of the existing perimeter berm around Phases 1 and 2 of
the landfill. Excavation of soil to achieve the required subgrade for the first layer of geogrid
reinforcement for the MSE wall primarily occur within the limits of the existing access road. The
additional lined area will be formed by installing structural fill to the required grades. The
proposed subgrades for the proposed MSE wall are provided on the Foundation Grading Plan
on Sheets 02C-03 and 02C-04 of the Facility Plan Drawings.
1.3.3 Leachate Collection System
The western landfill expansion Phases 1 and 2 utilize a system of perforated HDPE pipes
installed within stone-filled trenches to collect leachate. The collection pipes beneath the waste
drain to gravity headers around the perimeter of the unit and then into Sumps 1 and 2 located in
Cells 1A and 1C of Phase 1, respectively. Leachate in the sump areas is pumped up sideriser
pipes to the above-ground storage tanks via a forcemain. The facility utilizes two Aquastore
leachate tanks. The tanks have a nominal capacity of 414,000 gallons. Discharge from the tanks
into the gravity sewer main is controlled with an automated system that records the discharge
quantity. The sewer main ultimately discharges into the City/County-owned wastewater
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treatment facility for final treatment. An illustration of the existing leachate management system
is shown on Sheets 00G-07 and 00G-08 of the Facility Plan drawings.
Construction of the Phase A MSE wall landfill expansion will increase the lined area footprint
along the southern and eastern perimeter of Phase 1 and the eastern perimeter of Phase 2. The
inboard slope of the MSE wall will continue the existing 3H:1V lined inboard slope of the
perimeter berm to the top of the MSE wall. The continuation of the slope will require relocation
of the existing sump pump stations to the top of the MSE wall and extensions of the sump riser
pipes and solid leachate cleanout pipes to the top of the wall. Since only lined 3H:1V slope will
be added through the MSE wall construction, additional stone-filled leachate collection trenches
and perforated leachate collection pipes will not be required.
Construction of the future Phase B MSE wall landfill expansion will probably be incorporated
into the design of the basegrades of the east side of Phase 3 of the western landfill expansion.
Phase 3 will require a new leachate sump to be constructed for the landfill but it is anticipated to
be located north of the proposed termination of the MSE wall. Phase B will also require the
extension of solid leachate cleanout pipes to the top of the wall but will not require additional
stone-filled leachate collection trenches along the inboard slope of the wall.
A leachate collection layer (LCL) will be placed on the inboard MSE wall sideslopes above the
geomembrane liner, consisting of a drainage geocomposite covered with 24 inches of
operational cover soil. The leachate collection layer on the floor of Phase 1 and Phase 2 of the
western landfill expansion consists of 12 inches of leachate collection stone and 12 inches of
operational cover soil with a separator geotextile between the layers. The geomembrane on the
cell floors is covered with a cushion geotextile of sufficient density to protect the liner from the
leachate collection layer and construction activities. The LCL on the cell floor contains
perforated leachate collection pipes surrounded by No. 5 stone. The LCL system has been
designed to maintain less than one foot of head on the liner system. The leachate collection
layer (LCL) for the standard and alternate sideslope liner systems is shown on Details 2 and 3
on Sheet 00C-19 of the Facility Plan Drawings.
Future construction of Phase 3 of the landfill will incorporate the Phase B MSE wall landfill
expansion which will include the same LCLs for the inboard slopes of the perimeter berms/MSE
wall and the cell floor as described above.
Geosynthetic rain cover (GRC) installed over the LCL in inactive cells provides stormwater
separation. Select loads of MSW will form the initial lift to further protect the base liner and
leachate collection systems.
Excavation of waste for the sideslope liner connection will result in creation of a valley with
direct connection to the leachate collection system which can collect runoff and increase
leachate generation. The excavation and the required extension of the existing sump riser pipes
and cleanout pipes can also result in the release of landfill gas. The contractor will therefore be
required to control stormwater, leachate, and landfill gas while the excavation is open.
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Stormwater diversions will be required above the excavation to intercept stormwater and direct it
around the excavation and to the existing stormwater management system. The contractor will
also be required to have sufficient pumps available to remove accumulated stormwater and/or
leachate from the excavation. Stormwater that does not come into contact with exposed waste
can be discharged to the existing stormwater management system. Stormwater that comes into
contact with exposed waste and leachate will be pumped to temporary stationary storage tanks
or a tanker truck for later removal to the landfill’s leachate storage tanks.
The contractor will be required to follow their Landfill Fire Mitigation Plan, required as a
submittal within Section 6.4 of the CQA Plan (Part C of the permit application) and Section 40
05 33 Pipe - High Density Polyethylene of the specifications (Part I of the permit application), in
order to safely manage the accumulation of landfill gas within the excavation.
1.4 Placement of Leachate Collection Stone and Operational
Cover Layer
Placement of operational cover on the inboard slopes of the MSE wall within constructed Phase
1 and Phase 2 of the landfill will begin at the tie-in point of the MSE wall sideslope liner with the
existing liner system. Operational cover will be stockpiled at the base of the tie-in point over
previously placed waste by dump trucks operating on temporary internal roads constructed
within the limits of waste. Low ground pressure (LGP) dozers will be used to spread the material
up the slope. A minimum thickness of 12 inches will be maintained between the liner and the
tracks of the spreading equipment (total thickness of layer of 24 inches). A spotter assisting the
operator will observe that placement of operational cover material to verify that it is not causing
excessive wrinkling or other damage to the synthetic liner and/or drainage geocomposite. The
spotter will measure the forward edge of material placement to ensure that the proper thickness
is being applied. The contractor will confirm adequate thickness by surveying before and after
placement. The operator shall observe the top of the completed protective cover layer for a
smooth, uniform surface free of depressions or high-spots. Refer to the Technical Specifications
and Construction Quality Assurance (CQA) Plan provided with this Permit Amendment
Application for additional detail.
Placement of leachate collection stone and operational cover on the floor of future Phase 3 of
the landfill will begin by “ramping in” with material from a corner of the new phase. Low ground
pressure (LGP) dozers will be used to spread the material across the cell floor first as a 12-inch
layer of leachate collection stone and then a 12-inch layer of operational cover after deployment
of a separator geotextile over the stone layer. The 24-inch layer of operational cover for the
inboard slopes of the perimeter berm and MSE wall will be spread similar to the previously
described procedure for Phase 1 and Phase 2 MSE wall construction.
If wheeled dump trucks are required for the installation of leachate collection stone or
operational cover within the new lined areas, temporary haul roads will be constructed of
operational cover with a minimum thickness of 3 feet between the driving surface and the
underlying geosynthetics and leachate collection pipes in order to protect these components.
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Operational cover veneer stability calculations are provided in Part K of the permit application.
These calculations show that the proposed materials of construction provide sufficient interface
shear strength to prevent the operational cover from sliding down the slope and possibly
damaging the sideslope liner system with a factor of safety of 1.33. A factor of safety lower than
1.5 is considered acceptable for temporary conditions. The calculations also show that the
proposed geocomposite to be used in the sideslope liner system has sufficient flow capacity to
keep the flow confined within the thickness of the geocomposite and thus avoid the
development of unstable saturated conditions within the overlying operational cover.
1.5 Slope Stability Analyses
In accordance with the EPA Guidance Document EPA/600/R-95/051 and NCDENR
.1624(2)(9)(B)(vi) slope stability analyses were conducted on the proposed final grades for the
proposed MSE wall landfill expansion incorporating both Phase A and Phase B of wall
construction. The EPA Guidance Document requires minimum factors of safety against slope
failures of 1.5 statically and 1.0 dynamically for completed landfills.
1.5.1 External MSE Wall Stability[TMY1]
HDR evaluated the external slope stability of the proposed MSE wall landfill expansion by
evaluating the following modes of slope failure: global stability, bearing capacity, eccentricity,
overturning, and sliding. The stability was evaluated for five design cross sections representing
potential critical (i.e. lowest factor of safety) locations under both static and seismic conditions
including a live load on top of the wall representing heavy construction traffic. The design peak
seismic ground acceleration of 0.16g was reduced by 50 percent due to the flexibility in the wall
system. This reduction represents the wall capability of displacements of 1.0 to 2.0 inches.
Location specific foundation soil strength parameters were assigned to the strata observed at
each cross section based on the results of the subsurface investigations conducted at the site
and laboratory testing of soil samples. Analyses were performed under both short-term total
stress and long-term effective stress strength conditions. Total stress conditions are applicable
to rapid loading conditions such as might occur during seismic events or rapid construction.
Effective stress conditions are applicable to situations where construction of the MSE wall and
filling of waste behind it will be conducted at a pace that will not generate excess pore pressures
within the foundation soils. A detailed discussion of the HDR slope stability calculations
including computer print outs of analytical results is provided in Part J, Subsurface Investigation
and Calculations, of this Permit Amendment Application.
Evaluation of the bearing capacity, eccentricity, overturning, and sliding modes of MSE wall
failure indicated that bearing capacity was the critical mode of failure resulting in the lowest
factors of safety. A minimum factor of safety against bearing capacity failure of 2.0 was
established for each design cross section for determining MSE wall minimum reinforcement
length to wall height ratios and construction loading requirements. Table 1 shows the resulting
minimum factors of safety obtained from the bearing capacity analyses and corresponding
assumed construction loading requirements where applicable.
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Table 1 Bearing Capacity Analyses Summary
Design Cross Section Factor of Safety Time Required for Settlement to Occur
Effective Stress Conditions Total Stress Conditions
Sta. 10+00 2.0 2.5 (1.7)* N/A
Sta. 22+00 2.0 2.0 (2.3) 260 days
Sta. 32+00 2.0 3.37 (3.3) N/A
Sta. 35+00 2.0 2.2 (2.5) N/A
Sta. 47+00 2.0 2.30 (2.1) 230 days
* Factor of safety for seismic analysis in parenthesis.
HDR performed global stability analyses of the proposed MSE wall and waste behind it for the
same critical design sections used for the bearing capacity analyses and for both total and
effective stress strength conditions. A minimum factor of safety against global stability failure of
1.5 was established for each design cross section for determining MSE wall minimum
reinforcement length to wall height ratios and construction loading requirements. Table 2 shows
the resulting minimum factors of safety obtained from the global stability analyses and
corresponding assumed construction loading requirements where applicable.
Table 2 Global Stability Analyses Summary
Design Cross Section Factor of Safety Time Required for Settlement to Occur
Effective Stress Conditions Total Stress Conditions
Sta. 10+00 1.5 1.5 (1.2)* N/A
Sta. 22+00 1.5 1.5 (1.2) 260 days
Sta. 32+00 1.8 1.7 (1.5) N/A
Sta. 35+00 1.5 1.6 (1.3) N/A
Sta. 47+00 1.5 1.5 (1.1) 230 days
* Factor of safety for seismic analysis in parenthesis.
The bearing capacity and global stability analyses indicate 3 locations (approximate Stations
10+00, 22+00, and 47+00) where MSE wall construction will need to be staged in order to allow
the foundation soils to consolidate and gain strength before construction can proceed to the final
design height. The following staged construction events are recommended based on the
assumption that the wall would be constructed to half the final design height and then allowed to
wait the designated amount of time before completing construction:
• Stations 0+00 to 15+50: 15 days
• Stations 15+50 to 23+56: 260 days
• Stations 35+75 to 53+25: 230 days
Alternately, an instrumentation or observation can be developed to assess strength gain in the
foundation soils during construction.
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Direct sliding, eccentricity, and overturning for the MSE were also evaluated in the calculations
provided in Appendix D of Part J of the permit application at the same station locations
described above. The calculations were based on the AASHTO 2002 ASD Design Method for
mechanically stabilized earth walls and were performed under both static and seismic
conditions. At all locations, acceptable factors of safety were achieved for modes of potential
external wall failure. Values for eccentricity (e) over reinforcement length (L) are given with
acceptable values being less than or equal to 1/6 or 0.1667. The results of these analyses are
provided in Tables 3, 4, and 5.
Table 3 Direct Sliding Stability Analyses Summary
Design Cross Section Factor of Safety Time Required for Settlement to Occur
Effective Stress Conditions Total Stress Conditions
Sta. 10+00 2.1 1.9 (1.6)* N/A
Sta. 22+00 1.5 1.5 (1.2) 260 days
Sta. 32+00 1.5 1.5 (1.2) N/A
Sta. 35+00 1.5 1.5 (1.2) N/A
Sta. 47+00 2.5 2.9 (2.4) 230 days
* Factor of safety for seismic analysis in parenthesis.
Table 4 Eccentricity Stability Analyses Summary
Design Cross Section Calculated e/L Values Time Required for Settlement to Occur
Effective Stress Conditions Total Stress Conditions
Sta. 10+00 -0.07 -0.07 (-0.05)* N/A
Sta. 22+00 -0.04 -0.04 (1.2) 0.01 days
Sta. 32+00 -0.04 -0.04 (0.02) N/A
Sta. 35+00 -0.02 -0.02 (0.02) N/A
Sta. 47+00 --0.07 -0.07 (-0.06) 230 days
* Factor of safety for seismic analysis in parenthesis.
Table 5 Overturning Stability Analyses Summary
Design Cross Section Factor of Safety Time Required for Settlement to Occur
Effective Stress Conditions Total Stress Conditions
Sta. 10+00 9.3 9.3 (7.3)* N/A days
Sta. 22+00 5.2 5.2 (3.8) 260 days
Sta. 32+00 5.0 5.0 (3.5) N/A
Sta. 35+00 4.9 4.9 (3.6) N/A
Sta. 47+00 14.1 14.1 (11.8) 230 days
* Factor of safety for seismic analysis in parenthesis.

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1.5.2 Internal MSE Wall Stability
Tensar International Corporation performed calculations demonstrating the internal stability of
the proposed MSE wall at eight different design cross sections for both circular arc failures
through the reinforced wall and lateral sliding of the wall. Geogrid reinforcement lengths and
strengths were adjusted to achieve minimum factors of safety of 1.5. Location specific
foundation soil strength parameters were assigned to the strata observed at each cross section
based on the results of the subsurface investigations conducted at the site and laboratory
testing of soil samples. Only effective stress analyses were performed since the backfill material
within the reinforced zone of soil and behind it will be placed above the water table and placed
at moisture contents that should preclude the development of total stress conditions.
Table 6 shows the resulting minimum factors of safety obtained for internal MSE wall stability.
Detailed Tensar internal MSE wall stability calculations including computer print outs of
analytical results are provided in Part K, Calculations, of this Permit Amendment Application.
Table 6 Internal Stability Analyses Summary
Design Cross Section Factor of Safety
Circular Arc Failure Surface Sliding Failure Surface
Sta. 6+00 1.5 1.8
Sta. 10+00 1.5 1.8
Sta. 22+00 1.7 2.1
Sta. 29+00 1.5 1.6
Sta. 32+00 1.5 1.9
Sta. 35+00 1.5 2.3
Sta. 42+90 1.5 2.1
Sta. 47+00 1.5 2.4

Table 7 shows the selected allowable tensile strengths (TAL) for the various Tensar uniaxial
geogrids used for the MSE wall design. Table 8 shows the required design parameters for the
Tensar BX1120 biaxial geogrid to be used for wrapping the face of the MSE wall. The Tensar
Facility Plan Drawing elevation views provided in Part L of the permit application show that the
vertical spacing of the geogrid reinforcement is 1.5 feet where the individual lengths vary along
the wall alignment. Special considerations for wall design, such as facing details, geogrid
connections, geogrid placement on curves, geogrid placement at penetrations and obstructions,
and top of wall design are provided in the Typical Details sheets of the Tensar drawings (Sheets
49 through 52).
Table 9 provides the required properties for the reinforced backfill soil that will be placed and
compacted between the layers of geogrid reinforcement.
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Table 7 Uniaxial Geogrid Allowable Tensile Strengths (TAL)
Geogrid TAL
(LB/FT)
UX1400 1,455
UX1600 3,174
UX1700 3,855

Table 8 Biaxial Geogrid Design Parameters
BX1120 Parameter Required Value
Ultimate Tensile Strength, TULT (ASTM D6637
Method A) 850 LB/FT MD1
1300 LB/FT XMD2
True Initial Modulus, 17,140 LB/FT MD
27,420 LB/FT XMD
Minimum Carbon Black Content (ASTM D4218) 2 %
Notes:
1. MD = Machine Direction
2. XMD = Cross Machine Direction
Table 9 Reinforced Backfill Soil Properties
Property Required Value
Unit Weight 115 PCF Typical
Effective Friction Angle (ASTM D4767) 28 DEG Min.
Effective Cohesion (ASTM D4767) 0 Min.
Passing ¾” US Std. Sieve (ASTM D422) 100% Min.
Passing No. 40 US Std. Sieve (ASTM D422) 0 to 90%
Passing No. 200 US Std. Sieve (ASTM D422) 0 to 50%
Liquid Limit (ASTM D4318) <40
Plastic Limit (ASTM D4318) <20
USCS Soil Classification (ASTM D2487) Low or Non-Plastic Soils
Table 3 shows the resulting minimum factors of safety obtained. Detailed Tensar internal MSE
wall stability calculations including computer print outs of analytical results are provided in Part
K, Calculations, of this Permit Amendment Application.
Table 3 Internal Stability Analyses Summary
Design Cross Section Factor of Safety
Circular Arc Failure Surface Sliding Failure Surface
Sta. 6+00 1.5 1.8
Sta. 10+00 1.5 1.8
Sta. 22+00 1.7 2.1
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Design Cross Section Factor of Safety
Circular Arc Failure Surface Sliding Failure Surface
Sta. 29+00 1.5 1.6
Sta. 32+00 1.5 1.9
Sta. 35+00 1.5 2.3
Sta. 42+90 1.5 2.1
Sta. 47+00 1.5 2.4
1.5.3 Final Cover Veneer Stability
A final cover veneer stability analysis was performed to determine the minimum interface friction
angle required for the final cover system to achieve a minimum factor of safety against sliding of
1.5. The analysis performed for the proposed final slope of 33% (3H:1V) resulted in a minimum
required friction angle of 26.0 degrees. A minimum interface friction angle of 26.0 degrees is
typically achievable for the proposed final cover system materials; however, the actual materials
used for final cover construction should be tested to verify the necessary minimum friction angle
for all layers of the final cap system. See the final cover veneer stability calculations provided in
Calculations section in Part K of this Permit Amendment Application.
1.5.4 Interim Landfill Stability
An analysis was performed to evaluate the stability of the landfill during the interim where Phase
A of the MSE wall expansion is filled to capacity and filling has not yet begun in the Phase B
MSE wall expansion. The assumed waste filling condition for this analysis is shown on Sheet
00C-10 of the Facility Plan Drawings, Part L of the permit application. The analysis was
conservatively modeled using total stress parameters without any potential benefits of strength
gain due to consolidation. Only a static analysis was performed due to the short period that the
interim condition will exist. The resulting factor of safety for global stability is presented in Table
10. The factor of safety shown is considered acceptable for interim conditions. The stability
analysis is provided in Part J of the permit application.
1.5.5 Toe Excavation Landfill Stability
Analysis were performed along the proposed MSE wall to evaluate the stability of the landfill
during the temporary condition where excavation of the subgrade occurs for the first layer of
MSE wall geogrid reinforcement for Phase A of MSE wall construction. By inspection of the
MSE Wall Foundation Grading Plan Detail on Sheets 02C-03 and 02C-04, two critical sections
were selected for analysis based on proximity of excavation to the existing toe of the landfill, the
depth of excavation, and the height of existing waste within the landfill. The analyses were
conservatively modeled using total stress parameters without any potential benefits of strength
gain due to consolidation. Only static analyses were performed due to the short period that the
excavations will be open. The resulting factors of safety presented in Table 10 are considered
acceptable for this short-term construction condition.
1.5.6 MSE Wall Failure Analysis
An analysis was performed to evaluate the potential for solid waste to spill out of the lined
footprint of the landfill and impact neighboring infrastructure and streams upon catastrophic
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failure of the MSE wall. This analysis conservatively assumed that all layers of reinforcement
within the MSE wall failed at once essentially leaving an unreinforced wall. The analysis
indicated that the face of the wall would be stable under total stress conditions with a factor of
safety above 1.0. Under effective stress conditions, the face of the wall would flatten to an
approximate slope of 0.5H:1V before reaching a factor of safety of 1.0. The flattening of the face
would result in a failure surface that runs through the compacted fill of the wall and perimeter
berm and is well outside of the limits of waste. Catastrophic failure of the MSE wall therefore is
unlikely to result in the outward movement of solid waste or impacts to the bottom liner or final
cover containment systems. This analysis is provided in the Geotechnical Engineering Report
contained in Part J of the permit application.
Table 10 Interim Landfill Stability Analyses Summary
Analysis Computed Factors of Safety
Interim Stability 1.5
Toe Excavation Stability CS-1 2.0
Toe Excavation Stability CS-2

2.3
1.6 Foundation Settlement Analyses
Foundation settlement calculations were performed at five design sections along the proposed
MSE wall and can be found in Part J, Geotechnical Data, of the permit application.
The settlement analyses indicated total settlements ranging from 2.1 to 9.1 inches which
equates to potential differential settlement values as great as y inches. In general, the
settlement tolerances for MSE retaining walls are greater than other wall systems. Additionally,
the lack of concrete panels as facing elements provides for even more flexibility in the wall
allowing for greater differential settlement. Therefore, the primary concern with the estimated
settlement is the driving surface of the access road. Due to settlement, additional gravel or
stone will need to be placed and compacted to maintain a relatively flat driving surface.
As discussed previously, the soils located beneath the proposed wall are anticipated to
experience strength gain as a result of their compression. It is estimated that, after the wall is
completed, the necessary strengths to achieve the target factors of safety will be obtained at no
more than 9 months after completion. This timeline is a conservative estimate as it is based on
a simplified approach which does not consider the strength gain occurring during construction
nor the lateral drainage paths that are present in soils.
Tensar has indicated the following acceptable differential settlements for the MSE wall:
• 1-inch vertical per 50-inch horizontal along the face of the wall
• 5% from the face of the wall to the back of geogrid reinforcement
Post-construction monitoring shall confirm that these allowable differential settlements are not
exceeded.
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1.61.7 Cap System Design
The final cap system is placed over the 12 inches of intermediate soil cover that will be placed
over the MSW and a landfill gas collection system. The cap, from the bottom up, consists of a
minimum of 18 inches of low permeability compacted soil liner (<1 x 10-5 cm/sec) overlain by a
geomembrane, a cap drainage geocomposite for infiltration collection, a minimum of 12 inches
of vegetative support soil, and 6 inches of top soil. It is anticipated that the top six6 inches of the
intermediate cover will be recompacted to meet the standards of the low permeability
compacted soil liner.
The maximum design slope for the cap system is 3H:1V. Vegetation will be established after
completion of the cap to control erosion of the soil cover.
1.71.8 Landfill Gas Management System
A landfill gas management system is currently operational within Phase 1 of the western landfill
expansion. The system includes landfill gas wells installed within the existing waste. The
collected gas is transferred via pipeline to a facility owned and operated by a third party where
the gas powers two engines that generate electricity for sale to the power grid.
The landfill gas management system will be expanded into Phase 2 and the additional airspace
created by the proposed MSE wall construction as sufficient waste is placed for well installation.
Similarly, the system will eventually be expanded into Phase 3 after it is constructed and
sufficiently filled with waste.
Means of landfill gas collection may include geocomposite, coarse aggregate, well points, or
trenches. Additionally, gas may be collected from the leachate collection piping as currently
conducted at the closed landfill. The final system will be detailed at a later date in coordination
with the gas recovery company.
Construction of the proposed Phase A MSE wall landfill expansion will require components of
the existing landfill gas management system to be relocated or extended to accommodate MSE
wall construction and operation within the additional airspace created by the expansion. These
components include collection wells, collector lateral pipes, collector header pipes, air lines,
condensate sumps, and isolation valves. Conceptual quantities for relocated/extended landfill
gas management system components for the Phase A MSE wall landfill expansion are provided
in Table 11.
Modifications to the existing landfill gas management system will require coordination between
the City, the contractor, and the system owner/operator in order to limit the amount of time
portions of the system will be down. During construction, a temporary perimeter collector header
and air line will need to be installed on the existing waste slope as shown on Detail 2 on Sheet
00C-20 to allow continued system operation during MSE wall expansion construction. These
temporary pipes will be connected to the existing perimeter headers and pipes beyond the MSE
wall work area.
The existing lateral collectors and air lines will be connected to the temporary perimeter header
and air line before the existing perimeter header and air line are disconnected from the system
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and removed to allow MSE wall and perimeter berm construction. Once the permanent header
and airline are constructed on top of the MSE wall, the existing laterals will be extended to them
as waste is placed in the valley formed between the MSE wall and existing waste to allow
gravity drainage of condensate from the laterals to the header and the new condensate sumps
constructed at the low points on top of the MSE wall. It is therefore anticipated that the
temporary and permanent perimeter headers and airlines will operate in tandem for a period of
time before waste filling will allow all laterals to be extended to the permanent header. Once all
permanent lateral connections are made, the temporary header and airline can be isolated from
the system and removed. This sequencing will therefore minimize the amount of system shut
down and restart.
The contractor shall give the City and landfill gas management system owner/operator a
minimum 24 hour notice prior to making connections to the existing system or requesting
deactivation of a portion of the system for tie-ins. As previously described, the use of a
temporary gas header should alleviate the need for large scale or long-term system shut down.
If large scale or long-term system shut down is required, the City or system owner/operator will
make the required notifications and reporting per the current air permits.
Table 11 Estimated Phase A Landfill Gas System Modifications
Component Estimated Quantity
Raise LFG Wells 22 (660 LF)
LFG Header 4,525 LF
LFG Laterals 11 (2,609 LF
Airline 7,134 LF
Condensate Sumps 3
Control Valves 13

1.81.9 Leachate Handling and Storage Facilities
1.8.11.9.1 General
Leachate collected from the closed and active landfill areas is currently stored in above-ground
tanks and pumped into a gravity sewer line leading to the local Publicly Owned Treatment
Works (POTW). Leachate from the closed and active landfill areas currently do not require
wastewater pretreatment. Two 42’D x 20’H tanks (414,000 gallons total storage) are located on
the property and hold leachate prior to its discharge into the sewer system. The tanks provide a
means to obtain a composite leachate sample prior to discharge. There is no discharge limit to
the sewer system. Therefore, the tanks are adequate to handle the leachate generation for the
site including the limited additional lined area that will be constructed as a part of the Phase A
MSE wall landfill expansion (approximate Stations 12+00 to 53+25). The storage requirements
will be reevaluated for future Phase 3 and the Phase B MSE wall landfill expansion
(approximate Stations 0+00 to 12+00) based on actual generation rate data collected from the
Phases 1 and 2 and stored in the two tanks. The tanks are coated to protect against
deterioration from the chemical properties of the leachate. A secondary containment system
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comprised of a concrete wall six6 feet tall and 120’ long by 68’ wide was built to encompass the
two tanks. This containment area is piped for drainage of storm water into the adjacent existing
sedimentation basin; however, the pipe has a manual valve that remains closed during normal
operations. This arrangement ensures that any tank failures or accidental spills are adequately
contained.
Leachate from both landfill areas is mixed within the leachate tanks and provides a mix of young
and old leachate. The storage tanks provide leachate equalization prior to discharge to the
wastewater treatment plant.
The leachate management facility is located near the northwest corner of the closed landfill. A
gravel road exists for access to the facility by transport trucks, maintenance vehicles, and
operations personnel. MonthlyWeekly inspections of the tanks and containment area are
performed to assess any damage and to ensure that the facilities are in good working order.
1.8.1.11.9.1.1 LEACHATE PUMP STATIONS
The western landfill expansion currently has two leachate sumps constructed within Phase 1. A
third sump is anticipated to be constructed within Phase 3 when it is developed. Construction of
the Phase A MSE wall landfill expansion (approximate Stations 12+00 to 53+25) will require the
relocation of the existing Phase 1 pump stations to the crest of the MSE wall and extension of
the existing leachate collection sideriser pipes up the inboard wall slope to the relocated pump
stations. The relocated location of Leachate Enclosure No. 1 will be at approximate Station
34+53 while relocated Leachate Enclosure No. 2 will be at approximate Station 25+08.
Each of the existing sumps contain two siderisers, each with a submersible pump. Leachate is
pumped from the sumps to the pump stations located on the perimeter berm where the pump
instrumentation and electrical equipment is located. The current pumps can provide design
flows under the head conditions anticipated with the relocated pump stations and force main.
The leachate is then transferred to the on-site equalization tanks via dual containment HDPE
piping (forcemain). All leachate piping systems are designed for periodic flushing to remove any
settled debris or other pipe restrictions.
The pump station instrumentation can be set to turn the pumps on and off based on pre-set
leachate levels measured by transducers within the sumps. Flowmeters also measure and
record leachate quantities and the sumps are equipped with high leachate level alarms.
Similarly, the leachate storage tanks are equipped with a high level switch to prevent the pumps
from over topping the tanks. An electronic flow meter has been installed to records the amount
of leachate discharged from the tanks.
In the event of a power failure, a portable generator may be utilized to pump leachate. Under
normal operations, the liquid level can be maintained at less than one1 foot above the
membrane liner.
The future Phase 3 pump station is anticipated to be similar to the existing pump station design.
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1.8.2 Leachate Equalization
Depending on the time of year, age of landfill, operation of the landfill expansion, amount of
area with final cap, and range of storm events, the leachate generation rate and
physical/chemical characteristics will vary. The purpose of equalization of the leachate flow is
twofold. A large storage volume is necessary to equalize leachate quality variation which may
result from the previously noted factors. Secondly, equalization is required to control flow
fluctuations. By dampening both the flow and leachate quality fluctuations, a more steady and
consistent flow can be transferred for treatment. This will help to avoid upsets to the POTW
processes that can affect treatment.
Equalization will occur in the leachate storage tanks and will not affect the depth of the leachate
on the liner.
1.8.31.9.2 Contingency Measures
A continuous granular leachate collection blanket on the floor of the landfill cells will allow
drainage of leachate even in the event of total failure of the leachate collection lines.
The leachate pump stations are operated by electric power. As a result, any major power failure
affecting the facility would eliminate equalization and disposal capabilities. In the event of such a
failure, the site may be forced to store leachate within the lined landfill.
The pumps may run from power provided by portable generators during periods of power
failure.
A landfill gas flare is located in the vicinity of the gas facility. The flare can be used to control
gas emissions in the event that excess gas is produced that cannot be used to generate
electricity or if the gas facility is not operational.
1.91.10 Construction Sequence
Phase 1 and Phase 2 of the western landfill expansion have been constructed in their entirety
and are operational. Phase 3 will be permitted and constructed in the future.
The proposed MSE wall landfill expansion will be developed in two phases. The Phase A MSE
wall expansion (approximate Stations 12+00 to 53+25) will consist of construction of a MSE wall
around the south and east perimeter of existing Phase 1 and is the subject of the current Permit
Amendment. The future Phase B MSE wall expansion (approximate Stations 0+00 to 12+00)
will be constructed around the east perimeter of existing Phase 2 and the east perimeter of
future Phase 3 of the western landfill expansion. The proposed design for the Phase A MSE
wall expansion and conceptual design for the Phase B MSE wall expansion are shown on the
Facility Plan drawings (Sheets 00C-03 through 00C-08, 00C-13 through 00C-18, 02C-01
through 02C-10, and the Tensar drawings in Part L of the permit amendment)s.
A detailed generalized construction sequence for the proposed MSE wall expansion is provided
below:
1. Layout limits of disturbance and install perimeter silt fence, tree protection fence, and
other erosion and sedimentation controls.
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2. Install temporary bypass leachate forcemain, landfill gas header, and then connect
existing leachate and landfill gas systems to the temporary piping.
3. Remove existing leachate pump station enclosures.
4. Deactivate landfill gas, leachate, water, and stormwater piping within the MSE wall
footprint and remove.
5. Remove pavement, poles, fencing, etc. from within the MSE wall footprint.
6. Prepare subgrade for MSE wall and berm fill behind wall and install stormwater piping
beneath wall.
7. Install MSE wall (geogrid reinforced section of wall and structural fill behind wall) in lifts,
tying into existing perimeter berm.
8. Install drop inlet structures in sections as wall height increases.
9. Excavate existing waste and operational cover to expose existing anchor trench and
existing geosynthetics as necessary to perform sideslope liner tie-in.
10. After MSE wall reaches final height, place compacted soil liner on inboard face of wall
embankment and tie into existing sideslope soil liner.
11. Subsequently install GCL, geomembrane liner, geocomposite, and operational cover
over compacted soil liner and tie into like materials of existing sideslope liner.
12. Extend leachate pump station riser pipes and leachate collection system cleanouts to
top of wall.
13. Install permanent leachate forcemain, water line, electrical and communication cables,
landfill gas header, condensate sumps, valves, and air line on top of MSE wall.
14. Complete relocated leachate pump stations and tie into permanent leachate forcemain.
15. Install roadway surface, lined stormwater channel, guardrails, etc. on top of MSE wall.
16. Begin filling valley between MSE wall and existing waste with waste.
17. Connect existing landfill gas laterals and air lines within landfill to permanent gas header
and airline on top of MSE wall as waste filling allows.
18. Remove temporary erosion and sediment controls as construction area becomes
stabilized.
In order to expedite use of the additional airspace created by the MSE wall, portions of the wall
may be certified individually to obtain a permit to operate. Prior to submittal of a partial
certification report, the City will submit to DEQ the following information in support of the request
for partial certification:
• Information on the section of MSE wall requested for partial certification including
stations and terminated elevations;
• Documentation that the continued construction of the remaining wall segments will not
interfere with solid waste operations; and,
• A description of how leachate and stormwater will be managed within the completed
segment of MSE wall.
2 Construction Practices
A test pad will be constructed of the soils proposed for use as the compacted soil liner to
determine the construction methods necessary to achieve the design criteria as outlined in
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Engineering Plan Special Engineering Features
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.1624.(8)(B). The leachate collection system will be constructed in general accordance with rule
.1624(10)(B). The geomembrane liner will be constructed in general accordance with rule
.1624(9)(B).
3 Special Engineering Features
3.1 Alternate Liner System
An alternate liner system is proposed for the MSE wall landfill expansion due to the absence of
significant on-site quantities of clay meeting the requirements of the standard Subtitle D liner
system. The alternate liner system, which was used for the construction of Phase 1 and Phase
2 of the western landfill expansion, consists of a 60 mil HDPE geomembrane overlying a
geosynthetic clay liner and 18 inches of compacted soil liner with permeability no greater than 1
x 10-5 cm/sec. The proposed alternate liner system is in accordance with NCAC Title 15.A
Chapter 13.B, Section .1624 (a)(i)(A)(ii) and NCDENR Permitting Guidance issued September
15, 2000.
3.2 Leachate Recirculation
Leachate recirculation may occur in the landfill expansion in the future. To accommodate the
recirculation of leachate, the leachate collection system, including the laterals, has been
designed for a potential leachate recirculation system. Leachate collection laterals for Phase 1
and Phase 2 have a maximum design spacing of 100 feet in order to maintain a head of less
than 1one foot on the liner system during recirculation periods. Although the current regulations
do not permit the recirculation of leachate over an alternate liner system, on-going research in
the solid waste industry may provide sufficient information to revise the regulations.
3.3 MSE Wall Access and Maintenance Roads
The proposed MSE wall has been designed with an access road on top of the main wall (Wall 1)
and a maintenance road at the base of the wall. A plan view showing the locations of the MSE
walls and associated roads is shown on Sheets 00C-03 and 00C-04 of the HDR Facility Plan
Drawings (Part L of the permit application) while typical details of the walls are provided on
Sheet 00C-18.
The proposed access road on top of MSE Wall 1 will be 15 feet wide with 3-foot shoulders and
will be sloped at 2 percent to drain surface water to the lined perimeter stormwater channel. The
lined channel will carry the stormwater to precast concrete catch basins that will discharge
vertically through the MSE wall/perimeter berm to lateral reinforced concrete discharge pipes.
The discharge pipes will convey the stormwater to one of the existing sediment basins. Details
of the MSE wall stormwater management system are provided on Sheet 00C-22 of the HDR
Facility Plan and related stormwater calculations are provided in Part K of the permit application.
The driving surface consists of an 8-inch layer of compacted NCDOT ABC stone underlain by
geotextile. A guardrail will be located on the outside shoulder of the wall. The access road is
designed for occasional low speed traffic (15 mph or less) related to landfill maintenance and
operations although it has been designed to allow heavy construction traffic. The road will not
be used for hauling waste which will be routed to haul roads constructed within the lined limits of
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the landfill. Being a limited use road, two way traffic will be allowed although one vehicle would
be required to pull over onto the shoulder to allow another to pass.
The proposed maintenance road at the base of Wall 1 will be 15 feet wide with 3-foot shoulders
and will be sloped at 2 percent to drain surface water away from MWE Wall 1. Part of the road
will be located on top of a small MSE wall (Wall 2) where clearance issues due to the presence
of wetlands, floodplain, monitoring wells, steep topography, sediment basins, etc. prohibit the
use of unreinforced fill to support the road. The driving surface consists of an 8-inch layer of
compacted NCDOT ABC stone underlain by geotextile. A guardrail will be located on the
outside shoulder of road only where it is located on the top of Wall 1. The maintenance road is
designed for occasional low speed traffic (15 mph or less) related to landfill maintenance and
operations although it has been designed to allow heavy construction traffic. The road will not
be used for hauling waste which will be routed to haul roads constructed within the lined limits of
the landfill. Being a limited use road, two way traffic will be allowed although one vehicle would
be required to pull over onto the shoulder to allow another to pass.
The maintenance road will be used to inspect the face of MSE Walls 1 and 2 and to access
sediment basins, monitoring wells, methane probes, and other infrastructure located on the east
side of the landfill expansion (approximate Stations 0+00 to 33+00). A maintenance road in not
provided on the south side of the landfill expansion (approximate Stations 33+00 to 53+25)
since a trail already exists at the base of Wall 1 in this area that is used by landfill staff to access
monitoring wells and methane probes.
4 Design Hydrogeologic Report
The subsurface geology and hydrogeology beneath the proposed MSE wall landfill expansion
areas was addressed in the western landfill expansion Site Study as well as the Phase 1 and
Phase 2 Design Hydrogeologic Reports. Since the MSE wall expansion results in a limited
increase of the lined limits of the landfill, an additional Design Hydrogeologic Report is not
necessary. Additional soil borings, however, were drilled along the proposed MSE wall
alignment to further characterize foundation conditions. The soil borings along with related
geotechnical testing data and a discussion of the observed foundation conditions is provided in
the MSE Wall Geotechnical Report provided within this Permit Amendment Application.
5 Engineer’s Certification
This Engineering Plan has been prepared under my direction in accordance with the
requirements of Rule 15A NCAC 13B .1620.
Thomas M. Yanoschak, PE
N.C.B.E.L.S. License No. 18887
440 S. Church Street, Suites 900 and 1000
Charlotte, NC 28202-2075
704-338-6700

HDR Engineering, Inc. of the Carolinas 301 N Main Street, Suite 2030 Winston-Salem, NC 27101-3836 336.955.8250 NC License F0116
hdrinc.com
© 2020 HDR, Inc., all rights reserved
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Permit Amendment C – Construction Quality Assurance Plan

C
C – Construction Quality
Assurance Plan

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Permit Amendment C – Construction Quality Assurance Plan

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Construction
Quality Assurance
Plan
Hanes Mill Road Landfill
Winston-Salem/Forsyth County Utilities
Winston-Salem, North Carolina
December 2019
Revised JulySeptember 2020

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Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Construction Quality Assurance Plan Contents
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Contents
Contents ......................................................................................................................................... i
1 General ................................................................................................................................... 1
1.1 Introduction ...................................................................................................................... 1
1.2 Definitions Relating to Construction Quality ..................................................................... 1
1.2.1 Construction Quality Assurance (CQA) ..................................................................... 1
1.2.2 Construction Quality Control (CQC) .......................................................................... 2
1.2.3 CQC/CQA Certification Document ............................................................................ 2
1.2.4 Discrepancies Between Documents .......................................................................... 2
1.3 Parties to Construction Quality Assurance ...................................................................... 2
1.3.1 Description of the Parties .......................................................................................... 2
1.3.2 Qualifications of the Parties ....................................................................................... 5
1.4 Scope of Construction Quality Assurance Plan ............................................................... 6
1.5 Units ................................................................................................................................. 6
1.6 References ....................................................................................................................... 6
1.7 Site and Project Control ................................................................................................... 6
1.7.1 CQA/CQC Resolution Meeting .................................................................................. 6
1.7.2 CQA/CQC MSE Wall System Preconstruction Meeting ............................................ 7
1.7.3 CQA/CQC Geosynthetic Liner System Preconstruction Meeting .............................. 8
1.7.4 Daily and Weekly CQA/CQC Progress Meetings ...................................................... 9
1.7.5 Problem or Work Deficiency Meetings .................................................................... 10
2 Soil Construction Quality Assurance .................................................................................... 10
2.1 Introduction .................................................................................................................... 10
2.2 General Earthwork Construction .................................................................................... 10
2.2.1 Subgrade ................................................................................................................. 10
2.2.2 Structural/Controlled Fill .......................................................................................... 11
2.2.3 Vegetative Support Soil ........................................................................................... 11
2.2.4 Top Soil ................................................................................................................... 11
2.3 Soil Liner System ........................................................................................................... 11
2.3.1 Test Pad Construction ............................................................................................. 11
2.3.2 Soil Liner Subgrade ................................................................................................. 12
2.3.3 Soil Liner Material .................................................................................................... 12
2.4 Soils Testing .................................................................................................................. 13
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2.4.1 Test Methods ........................................................................................................... 13
2.4.2 Soils Testing Requirements .................................................................................... 13
2.4.3 Off-Site Borrow Source Analytical Testing .............................................................. 13
2.5 Soils Construction Quality Assurance ............................................................................ 13
2.5.1 Monitoring ................................................................................................................ 14
2.5.2 Construction Quality Assurance Judgmental Testing .............................................. 14
2.5.3 Perforations in Soil Liner ......................................................................................... 14
2.5.4 Deficiencies ............................................................................................................. 14
3 Geomembrane Liner Construction Quality Assurance ......................................................... 15
3.1 Geomembrane Manufacturer’s Certification and CQA Conformance Testing ............... 15
3.1.1 Geomembrane Manufacturer’s Certification ............................................................ 15
3.2 Geomembrane Installation ............................................................................................. 17
3.2.1 Transportation, Handling, and Storage ................................................................... 17
3.2.2 Earthwork ................................................................................................................ 18
3.2.3 Geomembrane Placement ...................................................................................... 18
3.2.4 Field Seaming ......................................................................................................... 19
3.2.5 Defects and Repairs ................................................................................................ 20
3.2.6 Backfilling of Anchor Trench .................................................................................... 21
3.2.7 Liner System Acceptance ........................................................................................ 21
3.2.8 Materials in Contact with Geomembranes .............................................................. 21
4 LCR Construction Quality Assurance ................................................................................... 22
4.1 Introduction .................................................................................................................... 22
4.2 Granular Leachate Collection System ........................................................................... 22
4.2.1 Leachate Collection Stone ...................................................................................... 22
4.2.2 Sump and LCR Pipe Drain Stone ............................................................................ 23
4.3 Related Materials ........................................................................................................... 23
4.3.1 Geotextile Cushion and Separator Material ............................................................ 23
4.3.2 High Density Polyethylene (HDPE) Pipe Material ................................................... 23
4.3.3 Operational Cover Material ..................................................................................... 23
4.4 Materials Testing ............................................................................................................ 24
4.4.1 Test Methods ........................................................................................................... 24
4.4.2 Material Testing Requirements ............................................................................... 24
4.5 LCR Construction Quality Assurance ............................................................................ 24
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4.5.1 Monitoring ................................................................................................................ 24
4.5.2 Deficiencies ............................................................................................................. 25
5 Geotextile Material Construction Quality Assurance ............................................................ 25
5.1 Manufacturing ................................................................................................................ 25
5.2 Geotextile Types ............................................................................................................ 26
5.3 Labeling ......................................................................................................................... 26
5.4 Shipment and Storage ................................................................................................... 26
5.5 Handling and Placement ................................................................................................ 26
5.6 Seams and Overlaps ..................................................................................................... 26
5.7 Repair ............................................................................................................................ 26
5.8 Placement and Materials ............................................................................................... 27
6 High Density Polyethylene Pipe and Fittings Construction Quality Assurance .................... 27
6.1 Material Requirements ................................................................................................... 27
6.2 Manufacturer .................................................................................................................. 28
6.2.1 Verification and Identification .................................................................................. 28
6.3 Nondestructive Testing .................................................................................................. 28
6.3.1 Nondestructive Testing of Joints ............................................................................. 28
6.4 Landfill Fire Mitigation Plan ............................................................................................ 29
7 HDPE Drainage Composite Construction Quality Assurance .............................................. 29
7.1 Material Requirements ................................................................................................... 29
7.2 Manufacturing ................................................................................................................ 29
7.3 Labeling ......................................................................................................................... 30
7.4 Shipment and Storage ................................................................................................... 30
7.5 Handling and Placement ................................................................................................ 30
7.6 Stacking and Joining ...................................................................................................... 30
7.7 Repair ............................................................................................................................ 30
7.8 Placement of Soil Materials ........................................................................................... 31
8 Geosynthetic Clay Liner (GCL) Material and Installation Quality Assurance ....................... 31
8.1 Manufacturing ................................................................................................................ 31
8.2 Labeling ......................................................................................................................... 32
8.3 Shipment and Storage ................................................................................................... 32
8.4 Handling and Placement ................................................................................................ 32
8.5 Seams and Overlaps ..................................................................................................... 32
8.6 Repair ............................................................................................................................ 32
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8.7 Placement of Soil Materials ........................................................................................... 32
9 Geogrid Construction Quality Assurance ............................................................................. 33
9.1 Material Requirements ................................................................................................... 33
9.2 Manufacturing ................................................................................................................ 33
9.2.1 Geogrid Manufacturer’s Certification ....................................................................... 33
9.3 Labeling ......................................................................................................................... 35
9.4 Shipment and Storage ................................................................................................... 35
9.5 Handling and Placement ................................................................................................ 35
9.6 Placement and Joining ................................................................................................... 35
9.7 Repair ............................................................................................................................ 36
9.8 Placement of Soil Materials ........................................................................................... 36
9.9 Detailed Design of MSE Wall ......................................................................................... 36
10 MSE Wall Construction Quality Assurance ....................................................................... 36
10.1 MSE Wall Design ........................................................................................................ 36
10.2 MSE Wall Components .............................................................................................. 37
10.3 CQA Observations ...................................................................................................... 37
10.4 Repair ......................................................................................................................... 38
11 Surveying Construction Quality Control ............................................................................ 38
11.1 Introduction ................................................................................................................. 38
11.2 Survey Control ............................................................................................................ 39
11.3 Surveying Personnel .................................................................................................. 39
11.4 Precision and Accuracy .............................................................................................. 39
11.5 Lines and Grades ....................................................................................................... 39
11.6 Frequency and Spacing .............................................................................................. 40
11.7 Thickness Measurements ........................................................................................... 41
11.8 Tolerances .................................................................................................................. 41
11.9 Documentation ........................................................................................................... 41
12 Construction Quality Assurance Documentation ............................................................... 42
12.1 Documentation ........................................................................................................... 42
12.2 Recordkeeping ........................................................................................................... 42
12.2.1 Memorandum of Discussion with CQC Consultant or Geosynthetic Installer ......... 43
12.2.2 CQA Observation Logs and Testing Data Sheets ................................................... 43
12.2.3 CQA Construction Problem and Solution Data Sheets ........................................... 43
12.3 CQA Photographic Reporting Data Sheets ................................................................ 44
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12.4 Design and/or Project Specification Changes ............................................................ 44
12.5 CQA Progress Reports ............................................................................................... 45
12.6 Signature and Final Report ......................................................................................... 45
12.7 Storage of Records ..................................................................................................... 46

Figures
Figure 1 CQA/CQC lines of authority communication ................................................................... 4

Tables
Table 1 Estimated Phase A LCRS HDPE Pipe Quantities ......................................................... 27
Table 2 Estimated Phase A Landfill Gas System Modifications ................................................. 27

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1 General
1.1 Introduction
This Construction Quality Assurance (CQA) Plan has been prepared to provide the Owner,
Engineer, and CQA Consultant the means to govern the construction quality and to satisfy
landfill certification requirements under current solid waste management regulations.
More specifically, this CQA Plan addresses the soils and geosynthetics components of the liner
and leachate collection/removal (LCR) systems as well as the construction of the proposed
Mechanically Stabilized Earth (MSE) wall system that will be incorporated into the expansion of
the existing landfill.
The liner system, as referenced herein, generally consists of a soil subgrade and a composite
liner (consisting of a compacted soil liner, a geosynthetic clay liner and an overlying HDPE
geomembrane liner). The LCR system consists of a either a granular drainage material (floor
liner) or a drainage drainage compositegeocomposite (sideslope liner) with perforated collection
piping, pumps, fittings, and forcemain. General references in this Plan to the various
components as the "liner or LCR system(s)" are intended to be as described herein.
The MSE wall system, as referenced herein, generally consists of a soil subgrade, a reinforced
earth wall consisting of compacted soil with geosynthetic reinforcement (geogrids or
geotextiles), and wall facing materials.
The CQA Plan is divided into the following sections:
• Section 1.0 General
• Section 2.0 Soil Construction Quality Assurance
• Section 3.0 Geomembrane Liner Construction Quality Assurance
• Section 4.0 LCR Construction Quality Assurance
• Section 5.0 Geotextile Construction Quality Assurance
• Section 6.0 High Density Polyethylene Pipe, Manholes, and Fittings
Construction Quality Assurance
• Section 7.0 Geonet Drainage Composite Construction Quality Assurance
• Section 8.0 GCL Construction Quality Assurance
• Section 9.0 Geogrid Construction Quality Assurance
• Section 10.0 MSE Wall Construction Quality Assurance
• Section 11.0 Surveying Construction Quality Control
• Section 12.0 Construction Quality Assurance Documentation
1.2 Definitions Relating to Construction Quality
1.2.1 Construction Quality Assurance (CQA)
In the context of this Plan, construction quality assurance is defined as a planned and
systematic program employed by the Owner to assure conformity of the liner systems, LCR
systems, protective cover system, and MSE wall installation with Contract Drawings, and the
project specifications. CQA is provided by the CQA Consultant as a representative of the Owner
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and is independent from the Contractor and all manufacturers. The CQA program is designed to
provide adequate confidence that items or services meet contractual and regulatory
requirements and will perform satisfactorily in service.
1.2.2 Construction Quality Control (CQC)
Construction Quality Control refers to actions taken by manufacturers, fabricators, installers, or
the Contractor to ensure that the materials and the workmanship meet the requirements of this
CQA Plan and the project specifications. In the case of the liner, LCR, and MSE wall systems,
CQC for the soil and stone components is provided by the Contractor's CQC Consultant. In the
case of geosynthetic components, material quality control (QC) is provided by the
manufacturer's certification and the CQC for the installation of the various geosynthetics is
provided by the Contractor's CQC Consultant. The manufacturer's specifications and quality
control (QC) requirements are included in this CQA Plan by reference only. A complete updated
version of each geosynthetic component manufacturer's QC Plan will be incorporated as part of
the Contractor's CQC Plan.
1.2.3 CQC/CQA Certification Document
At the completion of construction and prior to placement of waste in the landfill, a certification
document will be prepared by the CQA Consultant and be submitted to State Solid Waste
Regulators. The certification report will include all QC testing performed by the Geosynthetics
Manufacturers, all CQC testing performed by the CQC Consultant, or Geosynthetic Installers,
and all CQA conformance testing performed by the CQA Consultant.
1.2.4 Discrepancies Between Documents
The CQA Plan is intended to be a supporting document to improve the overall documentation of
the Work. The CQA Plan is less specific than the project specifications, and conflicts may exist
between the documents. The Contractor is instructed to bring discrepancies to the attention of
the Engineer or CQA Consultant for resolution. The Engineer has the sole authority to
determine resolution of discrepancies existing within the Contract Documents. Unless otherwise
determined by the Engineer, the more stringent requirement shall be the controlling resolution.
Reference is made to the project specifications, General Conditions.
1.3 Parties to Construction Quality Assurance
1.3.1 Description of the Parties
The parties to Construction Quality Assurance and Quality Control include the Owner, Project
Manager, Engineer, Contractor, Geosynthetics Manufacturer, Geosynthetics Installer, CQA
Consultant, Geosynthetics CQA Laboratory, Soils CQA Laboratory, CQC Consultant,
Geosynthetics CQC Laboratory, and Soils CQC Laboratory. The lines of authority and
communications between each of the parties involved in the CQA and CQC are illustrated in
Figure 1.
1.3.1.1 OWNER
The Owner is the City of Winston-Salem, who owns and/or is responsible for the facility.
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1.3.1.2 PROJECT MANAGER
The Project Manager is the official representative of the Owner. The Project Manager serves as
communications coordinator for the project, initiating the resolution, preconstruction, and
construction meetings outlined in Section 1.7. The Project Manager shall also be responsible for
proper resolution of all quality issues that arise during construction. The Project Manager is
HDR Engineering, Inc. of the Carolinas, of Charlotte, NC.
1.3.1.3 ENGINEER
The Engineer is responsible for the engineering design, drawings, plans and project
specifications for the liner system, protective cover system, and MSE wall system. The Engineer
is HDR Engineering, Inc. of the Carolinas, of Charlotte, NC.
1.3.1.4 MSE WALL SUBCONSULTANT
The MSE Wall Subconsultant is a subconsultant to the Engineer and is responsible for the
detailed design of the MSE wall system including the internal reinforcement of the wall and the
design of the wall facing. The MSE Wall Subconsultant shall be responsible for providing MSE
wall construction drawings signed and sealed by a registered engineer licensed in North
Carolina and may be the supplier and/or manufacturer of the geosynthetics used for
construction of the MSE wall.
1.3.1.5 CONTRACTOR
The Contractor is responsible for the construction of the subgrade, construction of the subbase
(as applicable), soil liner berms, soil and geosynthetic liners, anchor trench excavation and
backfill, placement of the LCR system, and MSE wall construction. The Contractor is
responsible for submittal coordination and the overall CQC on the project.
1.3.1.6 GEOSYNTHETICS MANUFACTURER
The Geosynthetics Manufacturer(s) is(are) responsible for the production of geomembranes,
geosynthetic clay liners, geonetsdrainage composite, geotextiles, and geogrids. The
manufacturers are responsible for Quality Control (QC) during manufacture of the geosynthetic
components, certification of the properties of the geosynthetic components, and field installation
criteria.
1.3.1.7 GEOSYNTHETICS INSTALLER
The Geosynthetics Installer(s) is(are) a subcontractor of the Contractor and is(are) responsible
for field handling, storing, placing, seaming, protection of (against wind, etc.), sampling for
testing, and other aspects of the geosynthetics installations, including the geomembranes,
geosynthetic clay liners, geotextiles, and geogrids. The Installer may also be responsible for
transportation of these materials to the site, and for the preparation and completion of anchor
trenches.
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Figure 1 CQA/CQC lines of authority communication
1.3.1.8 CONSTRUCTION QUALITY ASSURANCE CONSULTANT
The CQA Consultant (Soils Engineer) is a representative of the Owner and is responsible for
observing, testing, and documenting activities related to the CQC/CQA of the earthworks at the
site, and the installation of the geosynthetic components of the liner, LCR and MSE wall
systems. The CQA Consultant is also responsible for issuing a facility certification report, sealed
by a Professional Engineer registered in North Carolina (Certifying Engineer).
1.3.1.9 GEOSYNTHETICS CONSTRUCTION QUALITY ASSURANCE LABORATORY
The Geosynthetics CQA Laboratory is a party, independent from the Owner, that is responsible
for conducting tests on conformance samples of geosynthetics used in the liner, LCR, and MSE
wall systems. The Geosynthetics CQA Laboratory service cannot be provided by any party
involved with the manufacture, fabrication, or installation of any of the geosynthetic components.
1.3.1.10 SOILS CONSTRUCTION QUALITY ASSURANCE LABORATORY
The Soils Construction Quality Assurance Laboratory is a party, independent from the Owner,
that is responsible for conducting geotechnical tests on conformance samples of soils used in
general earthwork, the liner, LCR, and MSE wall systems. The Soils CQA Laboratory service
cannot be provided by any party involved with the Contractor.
City of Winston-Salem Design Engineer
(HDR)
NCDEQ Dept. Solid Waste
Certification Document Project Manager (HDR)
Contractor CQA Soils Laboratory CQA Geosynthetics Laboratory
CQC
Consultant

Subcontractors
Geosynthetic
Manufacturers
Geosynthetic
Installer
CQA Program
CQC Program
QA Consultant
CQC Soils
Laboratory
CQC Geosynthetics Laboratory
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1.3.1.11 CONSTRUCTION QUALITY CONTROL CONSULTANT
The CQC Consultant is a representative of the Contractor and is responsible for general
earthwork, soil liner, LCR stone, and the soil component of MSE wall quality control sampling
and testing. The term CQC Consultant shall be used to designate the Engineer in charge of the
quality control work. The personnel of the CQC Consultant also includes Quality Control
Monitors who are also located at the site for construction observation and monitoring. The CQC
Consultant is responsible for the timely conveyance of CQC testing results to the CQA
Consultant.
1.3.1.12 GEOSYNTHETICS CONSTRUCTION QUALITY CONTROL LABORATORY
The Geosynthetics CQC Laboratory is a party, independent from the Contractor, that is
responsible for conducting tests on conformance samples of geosynthetics used in the liner,
LCR, and MSE wall systems.
1.3.1.13 SOILS CONSTRUCTION QUALITY CONTROL LABORATORY
The Soils Construction Quality Control Laboratory is a party, independent from the Contractor,
that is responsible for conducting geotechnical tests on conformance samples of soils and stone
used in the liner, LCR, and MSE wall system.
1.3.2 Qualifications of the Parties
The following qualifications are required of all parties involved with the manufacture, fabrication,
installation, transportation, and CQC/CQA of all materials for the liner, LCR, and MSE wall
systems. Where applicable, these qualifications must be submitted by the Contractor to the
Project Manager for review and approval.
1.3.2.1 CONTRACTOR
Qualifications of the Contractor are specific to the construction contract and independent of this
CQA Plan.
1.3.2.2 GEOSYNTHETICS MANUFACTURERS
Each Geosynthetics Manufacturer must satisfy the qualifications presented in the project
specifications and must be prequalified and approved by the Project Manager.
The physical properties of each geosynthetic product must be certified by the geosynthetics
manufacturer. The properties certified must include, at a minimum, those identified in the project
specifications. Manufacturer’s certification must be approved by the CQA Consultant before the
product is used.
1.3.2.3 GEOSYNTETIC INSTALLER(S)
The Geosynthetic Installer(s) will be trained and qualified to install the geosynthetics
components of the liner, LCR, and MSE wall systems. Each Geosynthetics Installer must meet
the requirements of the project specifications and be approved by the Project Manager. The
Geomembrane Installer must be approved by the Geomembrane Manufacturer.
1.3.2.4 CONSTRUCTION QUALITY ASSURANCE CONSULTANT
The CQA Consultant will act as the Owner's CQA Representative and will report to the Project
Manager. The CQA Consultant will perform conformance testing to satisfy the requirements of
this CQA Plan, will observe the CQC work performed by the CQC Consultant, and will prepare
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the certification document incorporating both CQA and CQC test data. The CQA Consultant will
have experience in the CQC/CQA aspects of landfill liner, LCR, and MSE wall system
construction and soils testing, and be familiar with ASTM and other related industry standards.
The activities of the CQA Consultant will be performed under the supervision of a Registered
Professional Engineer.
1.3.2.5 CONSTRUCTION QUALITY CONTROL CONSULTANT
The CQC Consultant will be a party, independent from the Contractor. The CQC Consultant will
be experienced with soils, including soil liners and MSE walls, and geosynthetics, including
geomembranes, geosynthetic clay liners, geonets drainage composite, geotextiles, and
geogrids. The CQC Consultant will satisfy the requirements of the project specifications and be
approved by the Project Manager. The activities of the CQC Consultant will be performed under
the supervision of a Registered Professional Engineer.
1.3.2.6 GEOSYNTHETICS CONSTRUCTION QUALITY CONTROL LABORATORY
The Geosynthetics CQC Laboratory is a subcontractor of the CQC Consultant and will have
experience in testing geosynthetics and be familiar with ASTM, NSF, and other applicable test
standards. The Geosynthetics CQC Laboratory will be capable of providing test results within 24
hours or a reasonable time after, as agreed to at the outset of the project, receipt of samples,
and will maintain that standard throughout the installation.
1.4 Scope of Construction Quality Assurance Plan
The scope of this CQA Plan includes the CQA of the soils and geosynthetic components of the
liner, LCR, and MSE wall systems for the subject facility. The CQA for the selection, evaluation,
and placement of the soils is included in the scope. This document is intended to be used in
concert with the CQC requirements presented in the project specifications.
1.5 Units
In this CQA Plan, all properties and dimensions are expressed in U.S. units.
1.6 References
The CQA Plan includes references to the most recent version of the test procedures of the
American Society of Testing and Materials (ASTM), the Federal Test Method Standards
(FTMS), the "Standards for Flexible Membrane Liners" of the National Sanitation Foundation
(NSF), and the "Geosynthetic Research Institute" (GRI).
1.7 Site and Project Control
To guarantee a high degree of quality during installation, clear, open channels of
communication are essential. To that end, meetings are critical.
1.7.1 CQA/CQC Resolution Meeting
Prior to field mobilization by the Contractor, a Resolution Meeting will be held. This meeting will
include all parties then involved, including the Project Manager, the CQA Consultant, the
Engineer, the MSE Wall Subconsultant, the Contractor, and the CQC Consultant.
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The purpose of this meeting is to begin planning for coordination of tasks, anticipate any
problems which might cause difficulties and delays in construction, and, above all, review the
CQA and CQC Plans to all of the parties involved. It is very important that the rules regarding
testing, repair, etc., be known and accepted by all.
This meeting should include all of the following activities:
• communicate to all parties any relevant documents;
• review critical design details of the project;
• review the seam layout drawing provided by the Geomembrane/Geosynthetic Installer.
• review the site-specific CQA and CQC Plans;
• make any appropriate modifications to the CQA and CQC Plans to ensure that they
specify all testing activities that are necessary;
• reach a consensus on the CQA/CQC quality control procedures, especially on methods
for determining acceptability of the soils and geosynthetics;
• review the proposed liner system and protective cover system;
• review the proposed MSE wall system;
• decide the number of spare seaming units for geomembranes to be maintained on site
by the Geomembrane/Geosynthetic Installer (this number depends on the number of
seaming crews and on the type of seaming equipment);
• select testing equipment and review protocols for testing and placement of general
earthwork materials;
• confirm methods for the soil liner material selection testing, acceptable zone
determinations, and test strip installation;
• confirm the methods for documenting and reporting, and for distributing documents and
reports; and
• confirm the lines of authority and communication.; and
• provide documentation that off-site soil borrow will be obtained from sources with a NC
mining permit, unless exempted by general statutes, or have been tested for chemical
contamination by a NC certified laboratory to demonstrate that it meets “unrestricted use
standards”.
The meeting will be documented by the Project Manager and minutes will be transmitted to all
parties.
1.7.2 CQA/CQC MSE Wall System Preconstruction Meeting
A Preconstruction Meeting will be held at the site prior to the initiation of construction of the
MSE wall system. The meeting shall be scheduled to occur after the results of all CQA tests on
geosynthetic materials are available. At a minimum, the meeting will be attended by the Project
Manager, Engineer, the CQA Consultant, the Contractor, the CQC Consultant, the
Geosynthetic/Geomembrane Installation Superintendent, the MSE wall Sub Consultant, and the
MSE wall geogrid supplier.
Specific topics considered for this meeting include:
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• make any appropriate modifications to the CQA and CQC Plans;
• review the responsibilities of each party;
• review lines of authority and communication;
• review methods for documenting and reporting, and for distributing documents and
reports;
• establish protocols for testing;
• establish protocols for handling deficiencies, repairs, and retesting;
• review the time schedule for all operations;
• outline procedures for packaging and storing archive samples;
• review acceptable types of soils for MSE wall construction, sources, and testing
requirements;
• review identification of different types and strengths of geogrid/geotextile used in MSE
wall construction;
• review different MSE wall design sections and where they are applicable;
• review geogrid/geotextile installation requirements;
• review installation of MSE wall facing materials;
• review MSE wall details;
• finalize field cutout sample sizes;
• review repair procedures; and
• establish soil stockpiling locations (if any);.
• confirm inspection checklist, construction inspection items, qualifications and
responsibility of the inspector, and reporting requirements (confirmed and approved
documents will be forwarded to the NCDEQ SWS five (5) working days prior to MSE wall
construction and will be included in the certified CQA Report);
• penetrations of the MSE wall for installing guard rails, fencing, utilities, drainage, etc.;
• MSE wall subgrade grading and preparation;
• confirm sources of borrow for MSE wall subgrade and reinforced zone backfill based on
CQC and CQA testing results from subsurface investigations for on-site and off-site
borrow sources; and,
• control of drainage during wall construction.
The meeting will be documented by the Project Manager and minutes will be transmitted to all
parties. The Resolution Meeting and the MSE Wall System Preconstruction Meeting may be
held as one meeting or separate meetings, depending on the direction of the Project Manager.
1.7.3 CQA/CQC Geosynthetic Liner System Preconstruction Meeting
A Preconstruction Meeting will be held at the site prior to placement of the geosynthetic liner
system. At a minimum, the meeting will be attended by the Project Manager, Engineer, the CQA
Consultant, the Contractor, the CQC Consultant, and the Geosynthetic/Geomembrane
Installation Superintendent.
Specific topics considered for this meeting include:
• make any appropriate modifications to the CQA and CQC Plans;
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• review the responsibilities of each party;
• review lines of authority and communication;
• review methods for documenting and reporting, and for distributing documents and
reports;
• establish protocols for testing;
• establish protocols for handling deficiencies, repairs, and retesting;
• review the testing results of the specified interface friction angles between the
components of liner system for approval or rejection;
• review the time schedule for all operations;
• establish rules for writing on the geomembrane, i.e., who is authorized to write, what can
be written, and in which color;
• outline procedures for packaging and storing archive samples;
• review panel layout and numbering systems for panels and seams;
• establish procedures for use of the extrusion seaming apparatus, if applicable;
• establish procedures for use of the fusion seaming apparatus, if applicable;
• finalize field cutout sample sizes;
• review seam testing procedures;
• review repair procedures; and
• establish soil stockpiling locations (if any).
The meeting will be documented by the Project Manager and minutes will be transmitted to all
parties. The Resolution Meeting and the Preconstruction Meeting may be held as one meeting
or separate meetings, depending on the direction of the Project Manager.
1.7.4 Daily and Weekly CQA/CQC Progress Meetings
A weekly progress meeting will be held between the Project Manager, the CQA Consultant, the
Contractor, the CQC Consultant, the Geosynthetic/Geomembrane Installation Superintendent,
and representatives from any other involved parties. This meeting will discuss current progress,
planned activities for the next week, and any new business or revisions to the work. The CQA
Consultant will log any problems, decisions, or questions arising at this meeting in his daily
report. Any matter requiring action which is raised in this meeting will be reported to the
appropriate parties. When upcoming work specifically includes the installation of utility lines and
the relocation of gas piping of the Landfill Gas Collection and Control System (LFGCCS) and
Leachate Collection and Removal System (LCR), representatives from the involved parties will
participate in the meeting to discuss any operational or siting concerns.
A daily meeting will be held between the CQA Consultant, the CQC Consultant, the
Geosynthetic/ Geomembrane Installation Superintendent, and representatives from any other
involved parties. This meeting will discuss current progress, planned activities for the next shift,
and any new business or revisions to the work. The CQA Consultant will log any problems,
decisions, or questions arising at this meeting in his daily report. Any matter requiring action
which is raised in this meeting will be reported to the appropriated parties.
Meeting frequency will depend on the schedule of the project and the mutual agreement of all
parties involved.
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1.7.5 Problem or Work Deficiency Meetings
A special meeting will be held when and if a problem or deficiency is present or likely to occur.
At a minimum, the meeting will be attended by all interested parties, the Contractor, the Project
Manager, and the CQA Consultant. If the problem requires a design modification, the Engineer
should also be present. The purpose of the meeting is to define and resolve the problem or work
deficiency as follows:
• Ddefine and discuss the problem or deficiency;
• Rreview alternative solutions; and
• iImplement an action plan to resolve the problem or deficiency.
The meeting will be documented by the Project Manager and minutes will be transmitted to
affected parties.
2 Soil Construction Quality Assurance
2.1 Introduction
This section of the CQA Plan addresses general earthwork construction, the soil components of
the base liner and final cap systems, and outlines the soils CQA program to be implemented
with regard to materials confirmation, laboratory and field confirmation test requirements,
overview and interfacing with the Contractor's CQC Program, and resolution of problems.
2.2 General Earthwork Construction
2.2.1 Subgrade
The subgrade material below the controlled fill will be prepared by the Contractor prior to the
placement of fill. The CQC Consultant will provide density testing of the pre-fill subgrade at the
frequency specified in the project specifications, Section 31 23 00 – Earthwork. The CQA
Consultant will observe the proofroll by the Contractor, review the density test data provided by
the CQC Consultant, and provide verification that the pre-fill subgrade is acceptable. The CQA
Consultant willmay conduct subgrade testing at a minimuman initial frequency of 10 percent of
the CQC testing required in the applicable specificationsconfirmation density testing as deemed
appropriate. If the initial CQA testing confirms the CQC testing results, the CQA testing
frequency may be reduced at the discretion of the Certifying Engineer. Passing criteria,
sampling approaches and methods, and procedures to follow in the event of failing tests are
provided in Section 31 23 00.
The MSE wall subgrade shall be graded and prepared for the required width, length, and
elevation of the initial layer of geogrid as indicated in the Tensar MSE wall drawings and the
HDR MSE Wall Foundation Grading Plan Detail sheets, Sheets 02C-03 and 02C-04, of the
Facility Plan Drawings in Part L of the permit application. Subgrade preparation, including
backfill requirements, specific for the MSE wall are provided in specification Section 31 38 40 –
Geosynthetic Reinforcement – MSE Wall. The CQA Consultant will confirm in writing that the
MSE wall foundation has been prepared and compacted to the elevations and grades as
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required in the design drawings and CQA Plan. The acceptance document will be appended to
the certified CQA Report.
2.2.2 Structural/Controlled Fill
The Contractor shall place fill in accordance with the project specifications, Section 31 23 00 –
Earthwork. The CQC Consultant shall provide testing of the controlled fill material in accordance
with the same project specifications. The CQA Consultant will provide confirmation testing of the
controlled fill as deemed appropriate.at a minimuman initial frequency of 10 percent of the CQC
testing required in Section 31 23 00. If the initial CQA testing confirms the CQC testing results,
the CQA testing frequency may be reduced at the discretion of the Certifying Engineer. Passing
criteria, sampling approaches and methods, and procedures to follow in the event of failing tests
are provided in Section 31 23 00.
2.2.3 Vegetative Support Soil
The soil material designated for use as vegetative support layer above the cap geomembranne
cap will be identified and tested by the Contractor in accordance with the project specifications,
Section 31 38 35 – Vegetative Support Soil and the test results provided to the CQA Consultant
for review prior to placement. The CQC Consultant will provide gradation and permeability
(compacted sample)density testing of the compacted material at the frequency specified in the
project specifications,. Section 31 38 35. The CQA Consultant will review the density test data
provided by the CQC Consultant, and provide verification that the vegetative support soil is
acceptable. The CQA Consultant may conduct confirmation density testing as deemed
appropriate.shall perform vegetative support testing at a minimuman initial frequency of 10
percent of the CQC testing required in Section 31 38 35. If the initial CQA testing confirms the
CQC testing results, the CQA testing frequency may be reduced at the discretion of the
Certifying Engineer. Passing criteria, sampling approaches and methods, and procedures to
follow in the event of failing tests are provided in Section 31 38 35.
The CQA Consultant shall obtain samples of vegetative support soil in order to perform interface
friction tests on the final cover system components as described in the project specifications,
Section 01 30 00 – Special Conditions, Paragraph 2.1. Satisfactory results must be obtained
prior to the commencement of final cover system installation.
2.2.4 Top Soil
The soil material designated for use as top soil will be identified by the Contractor in accordance
with the project specifications, Section 32 91 13 – Topsoiling and Finished Grading. The CQA
Consultant will visually verify that the material supplied and installed by the contractor meets the
requirements of the project specifications, Section 32 91 13.
2.3 Soil Liner System
2.3.1 Test Pad Construction
Per Rules 15 NCAC 13B .1624 and .1627, test pads for both the landfill baseliner and
final cover systems must be properly constructed and tested. Prior to the construction of the soil
liner system, a test pad consisting of all the soil liner system components shall be constructed
30 feet wide by 100 feet long and 1.5 feet thick. For each 6 inch lift, a minimum of three3 test
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locations will be selected for the testing of moisture content and density, and for taking a
composite sample for recompacted lab permeability. The test pad results must meet the
minimum requirements of the project specifications, Section 31 38 10 – Soil Liner System
(Alternate Liner) or 31 38 30 – Cap Compacted Soil Liner, as appropriate. During test pad
construction, the CQA Consultant shall perform confirmation testing at an initiala minimum
frequency of 10 percent of the CQC testing required in Section 31 38 10 or Section 31 38 30, as
appropriate. If the initial CQA testing confirms the CQC testing results, the CQA testing
frequency may be reduced at the discretion of the Certifying Engineer. Passing criteria,
sampling approaches and methods, and procedures to follow in the event of failing tests are
provided in Section 31 38 10 or Section 31 38 30, as appropriate.
2.3.12.3.2 Soil Liner Subgrade
Testing will be conducted by the CQC Consultant as observed by the CQA Consultant. The
subgrade material below the soil base liner is composed of controlled fill and in situ soils. The
subgrade material below the final cap soil liner is composed of intermediate cover. The
compacted upper six6 inches of intermediate cover may be incorporated into the final cap soil
liner if the material meets the requirements of the project specifications, Section 31 38 30 - Cap
Compacted Soil Liner. The surface of the subgrade will be prepared prior to the construction of
the soil liner in accordance with Section 31 38 10 – Soil Liner System (Alternate Liner) or
Section 31 38 30 – Cap Compacted Soil Liner, as appropriate. The CQA Consultant will visually
examine the surface of the subgrade to verify that any potentially deleterious materials have
been removed and perform confirmatory subgrade testing. at an initiala minimum frequency of
10 percent of the CQC testing required in Section 31 38 10 or section 31 38 30, as appropriate.
If the initial CQA testing confirms the CQC testing results, the CQA testing frequency may be
reduced at the discretion of the Certifying Engineer. Passing criteria, sampling approaches and
methods, and procedures to follow in the event of failing tests are provided in Section 31 38 10
or 31 38 30, as appropriate.
The soil liner subgrade for the bottom liner of the MSE wall expansion will consist of structural
fill placed as a berm on the inboard side of the wall in accordance with Section 2.2.2 of this CQA
Plan and specification Section 31 23 00 – Earthwork. As structural fill, the bottom liner subgrade
will meet the assumed design parameters assumed in the project bearing capacity, settlement,
and stability analyses.
2.3.22.3.3 Soil Liner Material
The soil liner material shall be placed and compacted in accordance with the project
specifications, Section 31 38 10 – Soil Liner System (Alternate Liner) or Section 31 38 30 – Cap
Compacted Soil Liner, as appropriate. The CQC Consultant shall conduct field density and
moisture tests at the frequency presented in these project specifications. The CQA Consultant
shall provide conformance tests at an initial frequency of approximately 10 percent of the all
required CQC tests listed in Part 3.3B of Specification Section 31 38 10 or Section 31 38 30, as
appropriate. If the initial CQA testing confirms the CQC testing results, the CQA testing
frequency may be reduced at the discretion of the Certifying Engineer. Additional CQA
conformance testing may be performed at the discretion of the CQA Consultant.
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Hydraulic Conductivity, Atterberg Limits, and Percent Fines testing of the soil liner material shall
be performed by the CQC Consultant in accordance with these project specifications. Additional
CQA conformance testing may be performed at the discretion of the CQA Consultant. Passing
criteria, sampling approaches and methods, and procedures to follow in the event of failing tests
are provided in Section 31 38 10 or Section 31 38 30, as appropriate.
The CQA Consultant shall obtain samples of soil liner material in order to perform interface
friction tests on the bottom liner system and final cover system components as described in the
project specifications, Section 01 30 00 – Special Conditions, Paragraph 2.1. Satisfactory
results must be obtained prior to the commencement of bottom liner system or final cover
system installation.
Thickness measurement shall be conducted in accordance with these project specifications by
the CQC Consultant and observed by the CQA Consultant.
2.4 Soils Testing
2.4.1 Test Methods
All testing used to evaluate the suitability or conformance of soils materials will be carried out in
accordance with the project specifications as appropriate for the specific materials being tested.
2.4.2 Soils Testing Requirements
The soil CQC testing must comply with the minimum frequencies presented in the project
specifications as appropriate for the specific materials being tested. The frequency of CQA
testing required will be determined by the CQA Consultant in light of the potential variability of
materials and the acceptance/failure rate of the CQC testing. The CQA Consultant will perform
confirmatory subgrade testing at an initiala minimum frequency of 10 percent of the CQC testing
required in the applicable specification(s). If the initial CQA testing confirms the CQC testing
results, the CQA testing frequency may be reduced at the discretion of the Certifying Engineer.
Passing criteria, sampling approaches and methods, and procedures to follow in the event of
failing tests are provided in the applicable specification(s).
2.4.3 Off-Site Borrow Source Analytical Testing
Soil obtained from off-site must be from borrow areas with a NC mining permit or otherwise the
soil must be tested for chemical contamination by a NC certified laboratory to demonstrate that
it meets “unrestricted use standards” meaning concentrations of contaminants, if any, are
acceptable for all uses per NCGS 130A-310.65. Analytical test results must show any
contaminant of concern with a concentration less than or equal to that in the NC
Industrial/commercial Health Base Preliminary Soil Remediation Goal (NC PSRG). The
Contractor shall
2.5 Soils Construction Quality Assurance
CQA will be performed on all general earthwork as well as the soil components of the base liner
and final cap liner construction. CQA evaluation will consist of: (1) monitoring the work and
observing the CQC testing; and (2) performing laboratory and field conformance tests.
Laboratory CQA conformance tests will be conducted on samples taken at the borrow source,
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stockpile, and during the course of the work prior to construction. Field CQA conformance tests
will be conducted during the course of the work.
2.5.1 Monitoring
The CQA Consultant shall monitor and document the construction of all soil components.
Monitoring the construction work for general fill, and the soil components of the base liner and
final cap systems, includes the following:
• observing CQC testing to determine the water content and other physical properties of
the general earthwork and soil components of the liner systems during compaction and
compilation of the data;
• monitoring the loose thickness of lifts as placed;
• monitoring the action of the compaction and/or heavy hauling equipment on the
construction surface (i.e., penetration, pumping, cracking. etc.); and
• monitoring the number of passes used to compact each lift.
2.5.2 Construction Quality Assurance Judgmental Testing
During construction, the frequency of conformance testing may be increased at the discretion of
the CQA Consultant when visual observations of construction performance indicate a potential
problem. Additional testing for suspected areas will be considered when:
• the rollers slip during rolling operation;
• the lift thickness is greater than specified;
• the fill material is at an improper moisture content;
• fewer than the specified number of roller passes are made;
• dirt-clogged rollers are used to compact the material;
• the rollers may not have used optimum ballast;
• the fill materials differ substantially from those specified; or
• the degree of compaction is doubtful.
2.5.3 Perforations in Soil Liner
Perforations that must be filled will include, but not be limited to, the following:
• nuclear density test probe locations;
• permeability sampling locations; and/or
• thickness checks.
Unless otherwise noted, or as directed by the Project Manager, all perforations of the soil liner
by probes or sample tubes will be backfilled in accordance with project specifications as
appropriate for the materials being tested. The CQA Consultant will observe and confirm that
adequate procedures are being employed.
2.5.4 Deficiencies
If a defect is discovered in the earthwork product, the CQC Consultant will immediately
determine the extent and nature of the defect. If the defect is indicated by an unsatisfactory test
result, the CQC Consultant will determine the extent of the deficient area by additional tests,
observations, a review of records, or other appropriate means. If the defect is related to adverse
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site conditions, such as overly wet soils or surface desiccation, the CQC Consultant will define
the limits and nature of the defect.
2.5.4.1 NOTIFICATIONS
After determining the extent and nature of a defect, the CQC Consultant will notify the Project
Manager, the CQA Consultant, and Contractor and schedule appropriate retests when the work
deficiency is corrected. The CQA Consultant shall observe all retests on defects.
2.5.4.2 REPAIRS AND RETESTING
The Contractor will correct the deficiency to the satisfaction of the CQA Consultant. If a project
specification criterion cannot be met, or unusual weather conditions hinder work, then the CQC
Consultant will develop and present to the Project Manager and CQA Consultant suggested
solutions for approval.
All retests recommended by the CQC Consultant must verify that the defect has been corrected
before any additional work is performed by the Contractor in the area of the deficiency. The
CQA Consultant will verify that all installation requirements are met and that all submittals are
provided.
3 Geomembrane Liner Construction Quality
Assurance
3.1 Geomembrane Manufacturer’s Certification and CQA
Conformance Testing
3.1.1 Geomembrane Manufacturer’s Certification
Three different types of geomembrane are anticipated to be used for landfill construction
applications at the facility as follows:
• Bottom Liner – 60 mil HDPE, black, textured both sides
• Final Cap – 40 mil LLDPE, black, textured both sides
• MSE Wall Lined Stormwater Channel – 60 mil HDPE, green, textured both sides
Compliance testing will be performed by the Geomembrane Manufacturer to demonstrate that
the product meets the manufacturers' quality control and conformance test minimum standards
for geomembrane specifications and exceeds the project specifications, Section 33 47 14 –
High-Density Polyethylene (HDPE) Membrane for the base liner system or Section 33 47 16 –
Linear Low-density Polyethylene (LLDPE) Membrane for the cap system. These are referred to
as “project specifications” in the remainder of this section unless specifically noted otherwise.
Additional testing will be performed by the CQA Consultant for purposes of conformance
evaluation. at an initiala minimum frequency of 10 percent of the compliance testing required in
Section 33 47 14 or Section 33 47 16, as applicable. If the initial CQA testing confirms the CQC
testing results, the CQA testing frequency may be reduced at the discretion of the Certifying
Engineer. Passing criteria, sampling approaches and methods, and procedures to follow in the
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event of failing tests are provided in Section 33 47 14 or 33 47 16, as applicable. If the results of
the Geomembrane Manufacturer's and the CQA Consultant's testing differ, the testing will be
repeated by the CQA Consultant's laboratory, and the Geomembrane Manufacturer will be
allowed to monitor this testing. The results of this latter series of tests will prevail, provided that
the applicable test methods have been followed.
The CQA Consultant shall obtain samples of geomembrane in order to perform interface friction
tests on the base liner system and final cover system components as described in the project
specifications, Section 01 30 00 – Special Conditions, Paragraph 2.1. Satisfactory results must
be obtained prior to the commencement of bottom liner system or final cover system installation.
3.1.1.1 RAW MATERIAL
Prior to the installation of any geomembrane material, the Geomembrane Manufacturer will
provide the CQA Consultant and the CQC Consultant with the following information as a bound
document with the individual sections clearly identified:
• Tthe origin (Resin Supplier's name and resin production plant), identification (brand
name and number), and production date of the resin;
• Aa copy of the quality control certificates issued by the Resin Supplier;
• Rreports on the tests conducted by the Geomembrane Manufacturer to verify the quality
of the resin used to manufacture the geomembrane rolls assigned to the project; and
• Aa statement that the percentage of reclaimed polymer added to the resin is in
accordance with the project specifications.
The CQA Consultant will review these documents and report any discrepancies with the above
requirements to the Project Manager.
3.1.1.2 GEOMEMBRANE MANUFACTURING
Prior to the installation, the Geomembrane Manufacturer will provide the Contractor and the
CQA Consultant with the following:
• Aa properties sheet including, at a minimum, all specified properties, measured using
test methods indicated in the project technical specifications, or equivalent;
• Tthe sampling procedure and results of testing; and
• aA certification that property values given in the properties sheet are minimum average
roll values and are guaranteed by the Geomembrane Manufacturer.
The CQA Consultant will review these documents and verify that:
• Tthe reported property values certified by the Geomembrane Manufacturer meet all of
the project technical specifications;
• Tthe measurements of properties by the Geomembrane Manufacturer are properly
documented and that the test methods used are acceptable; and
• Rreport any discrepancies with the above requirements to the Project Manager.
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3.1.1.3 ROLLS AND SHEETS
Prior to shipment, the Geomembrane Manufacturer will provide the CQA Consultant and the
CQC Consultant with a quality control certificate for each roll of geomembrane provided. The
quality control certificate will be signed by a responsible party employed by the Geomembrane
Manufacturer, such as the Production Manager. The quality control certificate will include:
• Rroll numbers and identification; and
• Ssampling procedures and results of quality control tests -- as a minimum, results will be
given for thickness, tensile characteristics and tear resistance, evaluated in accordance
with the methods indicated in the project specifications or equivalent methods approved
by the Engineer.
The quality control certificate will be bound and included as part of the report required in Section
3.1.1.1.
The CQA Consultant will:
• verify that the quality control certificates have been provided at the specified frequency
and that each certificate identified the rolls or sheets related to it;
• review the quality control certificates and verify that the certified roll or sheet properties
meet the project technical specifications; and,
• report any discrepancies with the above requirements to the Project Manager.
3.2 Geomembrane Installation
3.2.1 Transportation, Handling, and Storage
3.2.1.1 TRANSPORTATION AND HANDLING
The CQA Consultant will verify that:
• handling equipment used on the site is adequate, meets manufacturer’s
recommendations, and does not pose any risk of damage to the geomembrane; and
• the Geomembrane Installer's personnel handle the geomembranes with care.
Upon delivery at the site, the CQA Consultant will conduct a surface observation of all rolls and
sheets for defects and damage. This examination will be conducted without unrolling rolls or
unfolding sheets unless defects or damages are found or suspected. The CQA Consultant will
indicate to the Project Manager:
• any rolls or sheets, or portions thereof, that should be rejected and removed from the
site because they have severe flaws; and
• any rolls or sheets that have minor repairable flaws.
Refer to ASTM D4873 for detailed methods.
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3.2.1.2 STORAGE
The CQA Consultant will document that the Contractor's storage of the geomembrane provides
adequate protection against moisture, dirt, shock, and other sources of damage or
contamination.
3.2.2 Earthwork
3.2.2.1 SURFACE PREPARTATION
The CQC Consultant and the Geomembrane Installer will certify in writing that the surface on
which the geomembrane will be installed meets line and grade, and the surface preparation
requirements of the project specifications. The certificate of acceptance will be given by the
CQC Consultant to the CQA Consultant prior to commencement of geomembrane installation in
the area under consideration. The CQA Consultant will give a copy of this certificate to the
Project Manager. The subsurface acceptance certificate will be included in the Certified CQA
Report.
To ensure a timely covering of the soil liner surface, the Project Manager may allow subgrade
acceptance in areas as small as one acre. After the supporting soil has been accepted by the
Geomembrane Installer, it will be the Geomembrane Installer's responsibility to indicate to the
Project Manager of any change in the supporting soil condition that may require repair work. If
the CQA Consultant concurs with the Geomembrane Installer, then the Project Manager will
ensure that the supporting soil is repaired.
3.2.2.2 ANCHORAGE SYSTEM
The CQA Consultant will verify that anchor trenches have been constructed and backfilled
according to project specifications and design drawings.
3.2.3 Geomembrane Placement
3.2.3.1 FIELD PANEL IDENTIFICATION
The CQA Consultant will document that the Geomembrane Installer labels each field panel with
an "identification code" (number or letter-number consistent with the layout plan) agreed upon
by the CQC Consultant, Geomembrane Installer, and CQA Consultant at the CQA/CQC
Preconstruction Meeting, Section 1.7.23.
The Geomembrane Installer will establish a table or chart showing correspondence between roll
numbers and field panel identification codes. This documentation shall be submitted to the CQC
Consultant and CQA Consultant weekly for review and verification. The field panel identification
code will be used for all quality control and quality assurance records.
3.2.3.2 FIELD PANEL PLACEMENT
3.2.3.2.1 Location
The CQA Consultant will verify that field panels are installed at the location indicated in the
Geomembrane Installer's layout plan, as approved or modified in Section 3.2.3.1.
3.2.3.2.2 Installation Schedule
The CQA Consultant will evaluate every change in the schedule proposed by the
Geomembrane Installer and advise the Project Manager on the acceptability of that change.
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The CQA Consultant will verify that the condition of the supporting soil has not changed
detrimentally during installation.
The CQA Consultant will record the identification code, location, and date of installation of each
field panel.
3.2.3.2.3 Damage
The CQA Consultant will visually observe each panel, after placement and prior to seaming, for
damage. The CQA Consultant will advise the Project Manager which panels, or portion of
panels, should be rejected, repaired, or accepted. Damaged panels or portions of damaged
panels which have been rejected will be marked and their removal from the work area recorded
by the CQA Consultant. Repairs will be made according to procedures described in the project
specifications.
As a minimum, the CQA Consultant will document that:
• the panel is placed in such a manner that it is unlikely to be damaged; and
• any tears, punctures, holes, thin spots, etc., are either marked by the Geomembrane
Installer for repair or the panel is rejected.
3.2.4 Field Seaming
3.2.4.1 SEAM LAYOUT
The Geomembrane Installer will provide the CQA Consultant with a seam layout drawing, i.e., a
drawing of the facility to be lined showing all expected seams. The CQA Consultant and
Engineer will review the seam layout drawing and verify that it is consistent with the accepted
state of practice and this CQA Plan. In addition, no panels not specifically shown on the seam
layout drawing may be used without the Project Manager's prior approval.
A seam numbering system compatible with the panel numbering system will be agreed upon at
the Resolution and/or Preconstruction Meeting, Section 1.7.3. An on-going written record of the
seams and repair areas shall be maintained by the Geomembrane Installer with weekly review
by the CQA Consultant.
3.2.4.2 REQUIREMENTS OF PERSONNEL
The Geomembrane Installer will provide the CQA Consultant with a list of proposed seaming
personnel and their experience records. This document will be reviewed by the Project Manager
and the CQA Consultant for compliance with project specifications.
3.2.4.3 SEAMING EQUIPMENT AND PRODUCTS
Field seaming processes must comply with project specifications. Proposed alternate processes
will be documented and submitted to the CQA Consultant for his approval. Only seaming
apparatus which have been specifically approved by make and model will be used. The CQA
Consultant will submit all documentation to the Engineer for his concurrence.
3.2.4.4 NONDESTRUCTIVE SEAM CONTINUITY TESTING
The Geomembrane Installer will nondestructively test all field seams over their full length using
test methods approved by the project specifications. The CQA Consultant shall periodically
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observe the nondestructive testing to ensure conformance with this CQA Plan and the project
specifications.
For approximately 10 percent% of the noncomplying tests, the CQA Consultant will:
• observe continuity testing of the repaired areas performed by the Geomembrane
Installer;
• confirm the record location, date, test unit number, name of tester, and compile the
record of testing provided by the Geomembrane Installer;
• provide a walkthrough inspection of all impacted seam areas and verify that the areas
have been tested in accordance with the CQA Plan and project specifications; and
• verify that the Geomembrane Installer has marked repair areas with the appropriate
color-coded marking pencil.
3.2.4.5 DESTRUCTIVE SEAM TESTING
Destructive seam tests will be performed by the CQC consultant at locations and a frequency in
accordance with the project specifications. The CQA Consultant will perform conformance tests
on a minimum of 10% of the CQC destructive seam test samples obtained. Additional
destructive seam tests may be required at the CQA Consultant's discretion. Selection of such
locations may be prompted by suspicion of contamination, excessive grinding, offcenter and/or
offset seams, or any other potential cause of imperfect seaming.
3.2.4.5.1 Geosynthetics Construction Quality Assurance Laboratory Testing
Destructive test samples will be packaged and shipped by the CQA Consultant in a manner that
will not damage the test sample. The Project Manager will be responsible for storing the archive
samples. These procedures will be fully outlined at the Resolution Meeting, Section 1.7. Test
samples will be tested by the Geosynthetics CQA Laboratory.
Conformance testing will include "Seam Strength" and “Peel Adhesion" (ASTM D638 using one-
inch strips and a strain rate of two inches per minute) in accordance with ASTM D4437 and
project specifications. All geomembrane destructive test samples that fail to meet project
specifications shall be saved and sent to the CQA Consultant for observation.
The Geosynthetics CQA Laboratory will provide preliminary test results no more than 24 hours
after they receive the samples. The CQA Consultant will review laboratory test results as soon
as they become available.
3.2.4.5.2 Defining Extent of Destructive Seam Test Failure
All defective seam test failures must be bounded by seam tests from which destructive samples
passing laboratory tests have been taken. The CQC Consultant will document repair actions
taken in conjunction with all destructive seam test failures.
3.2.5 Defects and Repairs
All seams and nonseam areas of the geomembrane will be examined by the CQC Consultant
for identification of defects, holes, blisters, undispersed raw materials, and any sign of
contamination by foreign matter. Each suspected location, both in seam and nonseam areas,
will be nondestructively tested using methods in accordance with the project specifications.
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Each location which fails the nondestructive testing will be marked by the CQC Consultant and
repaired by the Geomembrane Installer. Repair procedures will be in accordance with project
specifications or procedures agreed to by the Project Manager in the preconstruction meeting.
The CQA Consultant will observe all repair procedures and advise the Project Manager of any
problems.
3.2.6 Backfilling of Anchor Trench
Anchor trenches will be will be backfilled and compacted as outlined in the project
specifications. The CQA Consultant will review the backfilling operation and advise the Project
Manager of any problems.
3.2.7 Liner System Acceptance
The Geomembrane Installer and the Geosynthetic Manufacturers will retain all ownership and
responsibility for the geosynthetics in the landfill cell until acceptance by the Owner.
The geomembrane component of the liner system will be accepted by the Owner when:
• the installation is finished;
• verification of the adequacy of all seams and repairs, including associated testing, is
complete;
• CQC Consultant provides the CQA Consultant and Project Manager with a final copy of
the nondestructive test documentation, repair information, and as-built drawings.
• CQA Consultant furnishes the Project Manager with certification that the geomembrane
was installed in accordance with the Geosynthetic Manufacturer's recommendations as
well as the Plans and project specifications;
• all documentation of installation is completed including the CQA Consultant's final report;
and
• certification by the CQA Consultant, including Record Drawing(s), sealed by a
Professional Engineer registered in the state in which the project is located, has been
received by the Project Manager.
The CQA Consultant will certify that the installation has proceeded in accordance with this CQA
Plan and the project specifications for the project except as noted to the Project Manager.
3.2.8 Materials in Contact with Geomembranes
The quality assurance procedures indicated in this Subsection are only intended to assure that
the installation of these materials does not damage the geomembrane. Although protective
geosynthetics and geotextiles have been incorporated into the liner system, all reasonable
measures to protect the geomembrane and provide additional quality assurance procedures are
necessary to assure that systems built with these materials will be constructed to ensure proper
performance.
3.2.8.1 SOILS
Prior to placement, the CQA Consultant will visually confirm that all soil materials to be placed
against the geomembrane comply with project specifications Section 31 38 10 – Soil Liner
System (Alternate Liner) or Section 31 38 30 – Cap Compacted Soil Liner, as appropriate. The
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Geomembrane Installer will provide the CQA Consultant a written surface acceptance certificate
in accordance with Section 3.2. 1. All soil materials shall be placed and compacted in
accordance with project specifications noted above.
3.2.8.2 SUMPS AND APPURTENANCES
The CQA Consultant will verify that:
• installation of the geomembrane in appurtenance areas, and connection of the
geomembrane to appurtenances have been made according to the project
specifications;
• extreme care is taken while seaming around appurtenances since neither nondestructive
nor destructive testing may be feasible in these areas;
• the geomembrane has not been visibly damaged while making connections to
appurtenances;
• the installation of the geomembrane shall be exercised so as not to damage sumps;
• the installation of geomembrane within sumps has been coordinated to limit the number
of seams within the sumps; and
• the CQA Consultant will inform the Project Manager if the above conditions are not
fulfilled.
4 LCR Construction Quality Assurance
4.1 Introduction
This section of the CQA plan addresses the leachate collection stone used over the floor liner
system, the operational cover used over the floor liner and sideslope liner systems, and the
stone covering the perforated leachate collection pipes and used within the sumps of the LCR
system. By reference to Sections 5.0 and 6.0 of this CQA Plan, this section also addresses the
perforated plastic pipes and geotextile filters and cushions that are included in the LCR system.
This section outlines the CQA program to be implemented with regard to materials confirmation,
laboratory and field test requirements, overview and interfacing with the Contractor's CQC
Program, and resolution of problems.
4.2 Granular Leachate Collection System
4.2.1 Leachate Collection Stone
The leachate collection stone that will comprise a 12-inch thick layer directly above the floor
liner system shall be placed in accordance with the project specifications, Section 31 38 25 –
Operational Cover and Leachate Collection Layer. The CQC Consultant will provide gradation
and other testing of the stone at the frequency specified in the project specifications. The CQA
Consultant will observe that placement of the stone is done in a manner to protect the
geomembrane, and review the gradation and other test data provided by the CQC Consultant.
The CQA Consultant may conduct confirmation gradation will perform confirmatory leachate
collection stone testing at an initiala minimum frequency of 10 percent of the CQC testing
required in Section 31 38 25 and other testing as deemed appropriate. If the initial CQA testing
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confirms the CQC testing results, the CQA testing frequency may be reduced at the discretion
of the Certifying Engineer. Passing criteria, sampling approaches and methods, and procedures
to follow in the event of failing tests are provided in Section 31 38 25.
4.2.2 Sump and LCR Pipe Drain Stone
The drain material placed in the sumps and surrounding the LCR drainage pipe shall be placed
in accordance with the project specifications, Section 31 38 25 – Operational Cover and
Leachate Collection Layer. The CQC Consultant will provide gradation and other testing of the
gravel material at the frequency specified in the project specifications. The CQA Consultant will
observe that placement of the gravel is done in a manner to protect the geomembrane and
plastic pipe and review the gradation and other test data provided by the CQC Consultant. The
CQA Consultant may conduct confirmation gradation will perform confirmatory drainage stone
testing at an initiala minimum frequency of 10 percent of the CQC testing required in Section 31
38 25 and additional testing as deemed appropriate. If the initial CQA testing confirms the CQC
testing results, the CQA testing frequency may be reduced at the discretion of the Certifying
Engineer. Passing criteria, sampling approaches and methods, and procedures to follow in the
event of failing tests are provided in Section 31 38 25.
4.3 Related Materials
4.3.1 Geotextile Cushion and Separator Material
The geotextile cushion placed beneath the leachate collection and drainage stone and the
geotextile separator placed between the leachate collection stone and the operational cover
shall be placed in accordance with project specifications, Section 31 32 19 - Geotextiles. The
CQA program for these materials is presented in Section 5.0 of this CQA Plan.
4.3.2 High Density Polyethylene (HDPE) Pipe Material
The perforated HDPE pipe placed within the gravel drain material, the relocated leachate
forcemain, and the extended sump riser pipes and cleanout pipes shall be placed in accordance
with project specifications, Section 40 05 00 – Pipe and Pipe Fittings: Basic Requirement, and
Section 40 05 33 – Pipe – High Density Polyethylene (HDPE). Each of the sump riser pipes will
be extended approximately 45 LF and 64 LF at Leachate Enclosures No. 1 and No. 2,
respectively. The CQA program for this material is presented in Section 6.0 of this CQA Plan.
4.3.3 Operational Cover Material
The operational cover material shall be placed and compacted in accordance with project
specifications, Section 31 38 25 – Operational Cover and Leachate Collection. The CQC
Consultant will provide permeability testing of the material at the frequency specified in the
project specifications. The CQA Consultant will observe that the placement of the operational
cover is done in a manner to protect the separator geotextile (floor liner system) and the
drainage geocomposite (sideslope liner system) and review the permeability data provided by
the CQC Consultant. The CQA Consultant may conduct confirmation permeability testing as
deemed appropriatewill perform confirmatory operational cover material testing at an initiala
minimum frequency of 10 percent of the CQC testing required in Section 31 38 25. If the initial
CQA testing confirms the CQC testing results, the CQA testing frequency may be reduced at
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the discretion of the Certifying Engineer. Passing criteria, sampling approaches and methods,
and procedures to follow in the event of failing tests are provided in Section 31 38 25.
The CQA Consultant shall obtain samples of operational cover material in order to perform
interface friction tests on the bottom liner system components as described in the project
specifications, Section 01 30 00 – Special Conditions, Paragraph 2.1. Satisfactory results must
be obtained prior to the commencement of bottom liner system installation.
4.4 Materials Testing
4.4.1 Test Methods
All testing used to evaluate the suitability or conformance of LCR materials will be carried out in
accordance with the project specifications.
4.4.2 Material Testing Requirements
The material CQC testing must comply with the minimum frequencies presented in the project
specifications., Section 31 38 25 – Operational Cover and Leachate Collection. The frequency
of CQA testing will be determined by the CQA Consultantat an initiala minimum frequency of 10
percent of the CQC testing required but may be increased in light of the potential variability of
the materials and the acceptance/failure rate of the CQC testing. If the initial CQA testing
confirms the CQC testing results, the CQA testing frequency may be reduced at the discretion
of the Certifying Engineer. Passing criteria, sampling approaches and methods, and procedures
to follow in the event of failing tests are provided in the applicable project specifications.
4.5 LCR Construction Quality Assurance
CQA will be performed on all components of the LCR system construction. CQA evaluation will
consist of: (1) monitoring the work and observing the CQC testing, and (2) performing laboratory
and field conformance tests. Laboratory CQA conformance tests will be conducted on samples
taken at the borrow source, stockpile, and during the course of work prior to construction. Field
conformance tests will be conducted during the course of the work. CQA conformance testing
will be performed at an initiala minimum frequency of 10 percent of the CQC conformance
testing required in the applicable project specifications. If the initial CQA testing confirms the
CQC testing results, the CQA testing frequency may be reduced at the discretion of the
Certifying Engineer. Passing criteria, sampling approaches and methods, and procedures to
follow in the event of failing tests are provided in the applicable project specifications.
4.5.1 Monitoring
The CQA Consultant shall monitor and document the construction of all LCR components.
Monitoring the construction work for the natural materials of the LCR system includes the
following:
• reviewing CQC testing for gradation and other physical properties of the natural
materials and compilation of the data;
• monitoring the minimum vertical buffer maintained between field equipment and the
geomembrane; and
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• monitoring the placement of the natural materials does not fold or damage the
geomembrane in any way.
4.5.2 Deficiencies
If a defect is discovered in the LCR materials, the CQC Consultant will immediately determine
the extent and nature of the defect and report it to the CQA Consultant. If the defect is indicated
by an unsatisfactory test result, the CQC Consultant will determine the extent of the deficient
area by additional tests, observations, a review of records, or other means that the CQA
Consultant deems appropriate.
4.5.2.1 NOTIFICATION
After determining the extent and nature of a defect, the CQC Consultant will notify the Project
Manager and Contractor and schedule appropriate retests when the work deficiency is
corrected. The CQA Consultant shall observe all retests on defects.
4.5.2.2 REPAIRS AND RETESTING
The Contractor will correct the deficiency to the satisfaction of the CQA Consultant. If a project
specification criterion cannot be met, or unusual weather conditions hinder work, then the CQC
Consultant will develop and present to the Project Manager suggested solutions for his
approval.
All retests recommended by the CQC Consultant must verify that the defect has been corrected
before any additional work is performed by the Contractor in the area of the deficiency. The
CQA Consultant will verify that all installation requirements are met and that all submittals are
provided.
5 Geotextile Material Construction Quality
Assurance
5.1 Manufacturing
The Contractor will provide the CQA Consultant with a list of guaranteed “minimum average roll
value" properties (as defined by the Federal Highway AdministrationGeosynthetics Research
InstituteASTM D4439 – Standard Terminology for Geosynthetics), for the type of geotextile to
be delivered. The Contractor will also provide the CQA Consultant with a written certification
from the Geotextile Manufacturer that the materials actually delivered have "minimum average
roll value" properties which meet or exceed all property values guaranteed for that type of
geotextile.
The CQA Consultant will examine all manufacturer certifications to ensure that the property
values listed on the certifications meet or exceed those specified for the particular type of
geotextile. Any deviations will be reported to the Project Manager. CQA Consultant will perform
confirmatory geotextile testing at an initiala minimum frequency of 10 percent of the CQC testing
required in Section 31 38 25 and Section 31 37 00. If the initial CQA testing confirms the CQC
testing results, the CQA testing frequency may be reduced at the discretion of the Certifying
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Engineer. Passing criteria, sampling approaches and methods, and procedures to follow in the
event of failing tests are provided in Section 31 38 25 and Section 31 37 00.
The inspection methods, handling techniques, and property values identified in this section for
the separator geotextile shall also apply to geotextile portion of the drainage geocomposite drain
which will be heat bonded to the geonet (see Section 7.0 for more detail).
5.2 Geotextile Types
Geotextiles of varying types and purposes will be used over the course of this project as
described in detail in Section 31 32 19 – Geotextiles of the project specifications. These include:
• Cushion Geotextile: Non-woven, needle punched; polyester or polypropylene;
continuous filament or staple fibers
• Separator Geotextile: Non-woven, needle punched; polyester or polypropylene;
continuous filament or staple fibers (includes geotextile component of drainage
composite (Section 31 32 18).
• Roadbed Geotextile Fabric: Woven, synthetic fibers; composed of polyolefins, polyesters
or polyamides.
5.25.3 Labeling
The Geotextile Manufacturer will identify all rolls of geotextile in conformance with the project
specifications., Section 31 32 19 – Geotextiles. The CQA Consultant will examine rolls upon
delivery and any deviation from the above requirements will be reported to the Project Manager.
5.35.4 Shipment and Storage
During shipment and storage, the geotextile will be protected as required by manufacturer’s
recommendations and the project specifications., Section 31 32 19 – Geotextiles. The CQA
Consultant will observe rolls upon delivery at the site and any deviation from the above
requirements will be reported to the Project Manager.
5.45.5 Handling and Placement
The Geosynthetic Installer will handle all geotextiles in such a manner as required by the project
specifications., Section 31 32 19 – Geotextiles. Any noncompliance will be noted by the CQA
Consultant and reported to the Project Manager.
5.55.6 Seams and Overlaps
All geotextiles will be seamed or overlapped in accordance with project specifications, Section
31 32 19 – Geotextiles, or as approved by the CQA Consultant and Engineer.
5.65.7 Repair
Any holes or tears in the geotextile will be repaired in accordance with the project specifications,
Section 31 32 19 - Geotextiles. The CQA Consultant will observe any repair and note any
noncompliance with the above requirements and report them to the Project Manager.
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5.75.8 Placement and Materials
All soil materials located on top of a geotextile shall be placed in accordance with the project
specifications, Section 31 38 25 –Operational Cover and Leachate Collection Stone and Section
31 37 00 – Stone Revetment (Rip Rap). Any noncompliance will be noted by the CQA
Consultant and reported to the Project Manager.
6 High Density Polyethylene Manholes, Pipe and
Fittings Construction Quality Assurance
6.1 Material Requirements
All HDPE manholes, pipe, and fittings shall be produced in accordance with the project
specifications, Section 40 05 00 – Pipe and Pipe Fittings: Basic Requirements and Section 40
05 33 – Pipe – High density Polyethylene (HDPE). References to “project specifications” in this
section refer to these specifications.
HDPE pipes will be used for the proposed sump riser extensions, cleanout extensions, the
relocated leachate forcemain, and temporary and permanent landfill gas piping and airlines.
The estimated types and quantities of HDPE pipe required for the leachate collection and
removal system associated with the Phase A MSE wall expansion is provided in Table 1.
Table 1 Estimated Phase A LCRS HDPE Pipe Quantities
Component Estimated Quantity
Leachate Enclosure No. 1 1
24” SDR 21 HDPE Riser Pipe Extensions 84 LF
Leachate Enclosure No. 2 1
24” SDR 21 HDPE Riser Pipe Extensions 128 LF
4”x6” SDR 17 Dual Contained Leachate Forcemain 2,853 LF
6” to 14” HDPE Cleanout Pipe Extensions
(various SDR)
39 (1,680 LF)

The estimated types and quantities of HDPE pipe required for the landfill gas management
system associated with the Phase A MSE wall expansion is provided in Table 2.
Table 2 Estimated Phase A Landfill Gas System Modifications
Component Estimated Quantity
Raise LFG Wells 22 (660 LF)
18” SDR 17 LFG Header 4,525 LF
4” SDR 11 LFG Laterals 11 (2,609 LF
2” SDR 9 Airline 7,134 LF
24” SDR 17 Condensate Sumps 3
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6.2 Manufacturer
Prior to the installation of HDPE manholes or pipes, the Manufacturer will provide to the
Contractor and the CQA Consultant the following:
• a properties sheet including, at a minimum, all specified properties, measured using test
methods indicated in the project technical specifications;
• a list of quantities and descriptions of materials other than the base resin which comprise
the pipe;
• the sampling procedure and results of testing; and
• a certification by the HDPE Pipe Manufacturer that values given in the properties sheet
are minimum values and are guaranteed by the HDPE Pipe Manufacturer.
The CQA Consultant will review these documents and verify that:
• the property values certified by the HDPE Pipe Manufacturer meet all of the project
technical specifications; and
• the measurements of properties by the HDPE Pipe Manufacturer are properly
documented and that the test methods used are acceptable.
• report any discrepancies with the above requirements to the Project Manager.
6.2.1 Verification and Identification
Prior to shipment, the Contractor will provide the Project Manager and the CQA Consultant with
a quality control certification for each lot/batch of HDPE pipe provided. The quality control
certificate will be signed by a responsible party employed by the HDPE Pipe Manufacturer, such
as the Production Manager. The quality control certificate will include:
• Llot/batch number and identification; and
• Ssampling procedures and results of quality control tests.
The CQA Consultant will:
• verify that the quality control certificates have been provided at the specified frequency
for all lots/batches of pipe, and that each certificate identifies the pipe lot/batch related to
it; and
• review the quality control certificates and verify that the certified properties meet the
project technical specifications.
6.3 Nondestructive Testing
6.3.1 Nondestructive Testing of Joints
All nonperforated HDPE joints must be nondestructively tested. These pipe joints will be tested
using the pressure test as provided in the project technical specifications, Section 40 05 00 –
Pipe and Pipe Fittings: Basic Requirements and Section 40 05 33 – Pipe – High density
Polyethylene (HDPE). Other nondestructive test methods may be used only when:
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• the Geosynthetic Installer can prove its effectiveness;
• the method is approved by the Pipe Manufacturer; and
• the method is approved by the Engineer.
The Project Manager and the CQA Consultant will verify the effectiveness and validity of the
alternative test method.
The CQA Consultant will report any nonconformance of testing methods to the Project Manager.
6.4 Landfill Fire Mitigation Plan
The project specifications (Section 40 05 33 – Pipe – High Density Polyethylene) require the
contractor to submit a Landfill Fire Mitigation Plan. The plan is required to clearly describe the
procedures the contractor will take for protecting the landfill baseliner system and leachate
collection and removal (LCR) system piping from fire caused by methane released or migrated
from open LCR piping during modifications or tie-in to the existing LCR system.
The CQA Consultant will review these documents and verify that the contractor is following the
requirements during construction.
7 HDPE Geonet Drainage Composite
Construction Quality Assurance
7.1 Material Requirements
All HDPE geonet drainage composite shall be produced in accordance with the project
specifications Section 31 32 18 – Drainage Composite. References to “project specifications” in
this section refer to this specification.
7.2 Manufacturing
The Drainage CompositeGeonet Manufacturer will provide the Contractor and the CQC
Consultant with a written certification, signed by a responsible party, that the geonets drainage
composite actually delivered have properties which meet or exceed the guaranteed properties.
The CQA Consultant will examine all manufacturer's certifications to ensure that the property
values listed on the certifications meet or exceed the project specifications. Any deviations will
be reported to the Project Manager. CQA Consultant will perform confirmatory drainage
composite material testing at an initiala minimum frequency of 10 percent of the CQC testing
required in Section 31 32 18. If the initial CQA testing confirms the CQC testing results, the
CQA testing frequency may be reduced at the discretion of the Certifying Engineer. Passing
criteria, sampling approaches and methods, and procedures to follow in the event of failing tests
are provided in Section 31 32 18.
The CQA Consultant shall obtain samples of drainage composite in order to perform interface
friction tests on the bottom liner system or final cover system components as described in the
project specifications, Section 01 30 00 – Special Conditions, Paragraph 2.1. Satisfactory
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results must be obtained prior to the commencement of bottom liner system or final cover
system installation.
7.3 Labeling
The Drainage Composite Geonet Manufacturer will identify all rolls of drainage composite
geonet in accordance with project specifications. The CQA Consultant will examine rolls upon
delivery and any deviation from the above requirements will be reported to the Project Manager.
7.4 Shipment and Storage
Geonet Drainage composite cleanliness is essential to its performance; therefore, the shipping
and storage of geonet drainage composite must be in accordance with the project
specifications. The CQA Consultant will examine rolls upon delivery and any deviation from the
above requirements will be reported to the Project Manager.
The CQA Consultant will verify that geonets drainage composite is are free of dirt and dust just
before installation. The CQA Consultant will report the outcome of this verification to the Project
Manager; and, if the geonets aredrainage composite is judged dirty or dusty, they will be
washed by the Geonet Drainage Composite Installer prior to installation.
Washing operations will be observed by the CQA Consultant and improper washing operations
will be reported to the Project Manager.
7.5 Handling and Placement
The Geonet Drainage Composite Installer will handle all geonet drainage composites in a
manner in accordance with the project specifications. The CQA Consultant will note any
noncompliance and report it to the Project Manager.
7.6 Stacking and Joining
When several layers of geonetsdrainage composite is are stacked, care should be taken to
ensure that stacked geonets drainage composite is are placed in the same direction. A
sStacked geonet drainage composite will never be laid in perpendicular directions to the
underlying geonetdrainage composite (unless otherwise specified by the Engineer). The CQA
Consultant will observe the stacking of geonets drainage composite and will note any
noncompliance and report it to the Project Manager.
Adjacent geonets drainage composite will be joined according to construction drawings and
project specifications. The CQA Consultant will note any noncompliance and report it to the
Project Manager.
7.7 Repair
Any holes or tears in the geonet drainage composite will be repaired in accordance with project
specifications. The CQA Consultant will observe any repair, note any noncompliance with the
above requirements, and report them to the Project Manager.
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7.8 Placement of Soil Materials
All soil materials placed over the geonet drainage composite should be placed in accordance
with project specifications so as to ensure:
• Tthe geonet drainage composite and underlying geomembrane are not damaged;
• mMinimal slippage of the geonet drainage composite on the underlying geomembrane
occurs; and
• Nno excess tensile stresses occur in the geonet drainage composite.
The first lift of soil materials placed over the drainage composite shall have a minimum
thickness of 12 IN and shall be placed and spread with low ground pressure equipment (six6 psi
ground pressure or less). Subsequent lifts shall also be placed by low ground pressure
equipment. Any hauling equipment (dump trucks, etc.) operating within the cell limits, including
access ramps, shall have a minimum of three3 feetFT of separation between the vehicle wheels
and the drainage composite.
Any noncompliance will be noted by the CQA Consultant and reported to the Project Manager.
8 Geosynthetic Clay Liner (GCL) Material and
Installation Quality Assurance
8.1 Manufacturing
The Contractor will provide the CQA Consultant with a list of guaranteed “minimum average roll
value” properties (as defined by the Federal Highway AdministrationASTM D4439 – Standard
Terminology for Geosynthetics) for the GCL to be delivered. The Contractor will also provide the
CQA Consultant with a written certification from the GCL Manufacturer that the materials
actually delivered have “minimum average roll value” properties which meet or exceed all
property values guaranteed for the GCL.
The CQA Consultant will examine all manufacturer certifications to determine if the property
values listed on the certifications meet or exceed those specified for the GCL. Any deviations
will be reported to the Engineer. CQA Consultant will perform confirmatory GCL material testing
at an initiala minimum frequency of 10 percent of the CQC testing required in Section 31 05 19.
If the initial CQA testing confirms the CQC testing results, the CQA testing frequency may be
reduced at the discretion of the Certifying Engineer. Passing criteria, sampling approaches and
methods, and procedures to follow in the event of failing tests are provided in Section 31 05 19.
The CQA Consultant shall obtain samples of GCL in order to perform interface friction tests on
the bottom liner system components as described in the project specifications, Section 01 30 00
– Special Conditions, Paragraph 2.1. Satisfactory results must be obtained prior to the
commencement of bottom liner system installation.
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8.2 Labeling
The GCL Manufacturer will identify all rolls of GCL in conformance with the project
specifications, Section 31 05 19 – Geosynthetic Clay Liner. References to “project
specifications” in this section refer to this specification and ASTM D4873 – Standard Guide for
Identification, Storage, and Handling of Geosynthetic Rolls and Samples. The CQA Consultant
will examine rolls upon delivery and any deviation from the above requirements will be reported
to the Engineer.
8.3 Shipment and Storage
During shipment and storage, the GCL will be protected as required by the project specifications
and ASTM D4873 – Standard Guide for Identification, Storage, and Handling of Geosynthetic
Rolls and Samples. The CQA Consultant will observe rolls upon delivery at the site and any
deviation from the above requirements will be reported to the Engineer.
8.4 Handling and Placement
The Geosynthetic Installer will handle the GCL in such a manner as required by the project
specifications. Any noncompliance will be noted by the CQA Consultant and reported to the
Engineer.
8.5 Seams and Overlaps
The GCL will be seamed or overlapped in accordance with project specifications or as approved
by the CQA Consultant and Engineer.
8.6 Repair
Any holes or tears in the GCL will be repaired in accordance with the project specifications. The
CQA Consultant will observe any repair and note any noncompliance with the above
requirements and report them to the Engineer.
8.7 Placement of Soil Materials
All soil materials located on top of the GCL shall be placed in accordance with the project
specifications. Any noncompliance will be noted by the CQA Consultant and reported to the
Engineer.
The first lift of soil materials placed over the GCL shall have a minimum thickness of 12 IN and
shall be placed and spread with low ground pressure equipment (six6 psi ground pressure or
less). Subsequent lifts shall also be placed by low ground pressure equipment. Any hauling
equipment (dump trucks, etc.) operating within the cell limits, including access ramps, shall have
a minimum of 3 feet of separation between the vehicle wheels and the GCL.
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9 Geogrid Construction Quality Assurance
9.1 Material Requirements
All geogrid produced for MSE wall construction shall be produced in accordance with the project
specifications, Section 31 38 40 – Geosynthetic Reinforcement – MSE Wall. References to
“project specifications” in this section refer to this specification.
9.2 Manufacturing
The Geogrid Manufacturer will provide the Contractor and the CQC Consultant with a written
certification, signed by a responsible party, that the geogrids actually delivered have properties
which meet or exceed the guaranteed properties.
The CQA Consultant will examine all manufacturer's certifications to ensure that the property
values listed on the certifications meet or exceed the project specifications. Any deviations will
be reported to the Project Manager.
9.2.1 Geogrid Manufacturer’s Certification
Compliance testing will be performed by the Geogrid Manufacturer to demonstrate that the
product meets the manufacturers' quality control and conformance test minimum standards for
geogrid specifications and exceeds the project specifications, Section 31 38 40 – Geosynthetic
Reinforcement – MSE Wall. These are referred to as “project specifications” in the remainder of
this section unless specifically noted otherwise. Additional testing will be performed by the CQA
Consultant for purposes of conformance evaluation at an initiala minimum frequency of 10
percent of the compliance testing required in Section 31 38 40. If the initial CQA testing confirms
the CQC testing results, the CQA testing frequency may be reduced at the discretion of the
Certifying Engineer. Passing criteria, sampling approaches and methods, and procedures to
follow in the event of failing tests are provided in Section 31 38 40. If the results of the Geogrid
Manufacturer's and the CQA Consultant's testing differ, the testing will be repeated by the CQA
Consultant's laboratory, and the Geogrid Manufacturer will be allowed to monitor this testing.
The results of this latter series of tests will prevail, provided that the applicable test methods
have been followed.
9.2.1.1 RAW MATERIAL
Prior to the installation of any geogrid, the Geogrid Manufacturer will provide the CQA
Consultant and the CQC Consultant with the following information as a bound document with
the individual sections clearly identified:
• the origin (Resin Supplier's name and resin production plant), identification (brand name
and number), and production date of the resin;
• a copy of the quality control certificates issued by the Resin Supplier;
• reports on the tests conducted by the Geogrid Manufacturer to verify the quality of the
resin used to manufacture the geogrid rolls assigned to the project; and
• a statement that the percentage of reclaimed polymer added to the resin is in
accordance with the project specifications.
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The CQA Consultant will review these documents and report any discrepancies with the above
requirements to the Project Manager.
9.2.1.2 GEOGRID MANUFACTURING
Prior to the installation, the Geogrid Manufacturer will provide the Contractor and the CQA
Consultant with the following:
• a properties sheet including, at a minimum, all specified properties, measured using test
methods indicated in the project specifications, or equivalent;
• the sampling procedure and results of testing; and
• a certification that property values given in the properties sheet are minimum average
roll values and are guaranteed by the Geogrid Manufacturer.
The CQA Consultant will review these documents and verify that:
• the reported property values certified by the Geogrid Manufacturer meet all of the project
specifications;
• the measurements of properties by the Geogrid Manufacturer are properly documented
and that the test methods used are acceptable; and
• report any discrepancies with the above requirements to the Project Manager.
9.2.1.3 ROLLS AND SHEETS
Prior to shipment, the Geogrid Manufacturer will provide the CQA Consultant and the CQC
Consultant with a quality control certificate for each roll of geogrid provided. The quality control
certificate will be signed by a responsible party employed by the Geogrid Manufacturer, such as
the Production Manager. The quality control certificate will include:
• roll numbers and identification; and
• sampling procedures and results of quality control tests -- as a minimum, results will be
given for tensile strength at 2 percent strain, tensile strength at 5 percent strain, ultimate
tensile strength, and carbon black content (secondary wrap face geogrids only),
evaluated in accordance with the methods indicated in the project specifications or
equivalent methods approved by the Engineer.
The quality control certificate will be bound and included as part of the report required in Section
3.1.1.1.
The CQA Consultant will:
• verify that the quality control certificates have been provided at the specified frequency
and that each certificate identified the rolls or sheets related to it;
• review the quality control certificates and verify that the certified roll or sheet properties
meet the project specifications; and,
• report any discrepancies with the above requirements to the Project Manager.
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9.3 Labeling
The Geogrid Manufacturer will identify all rolls of geogrid in accordance with project
specifications. The CQA Consultant will examine rolls upon delivery and any deviation from the
above requirements will be reported to the Project Manager.
9.4 Shipment and Storage
Geogrid integrity is essential to its performance; therefore, the shipping and storage of geogrid
must be in accordance with the project specifications. The CQA Consultant will examine rolls
upon delivery and any deviation from the above requirements will be reported to the Project
Manager.
The CQA Consultant will verify that geogrid rolls are not damaged or deformed just before
installation. The CQA Consultant will report the outcome of this verification to the Project
Manager; and, if the geogrid rolls are judged to be damaged or deformed, the Contractor will
remove them from the project site. If the extent of damage to the geogrid rolls is of limited
extent, then the full width of the roll(s) corresponding to the damaged portion may be cut from
the remaining undamaged portion of the roll and discarded. The remaining undamaged portion
of the roll may be incorporated into the Work if approved by the CQA Consultant. The
Contractor will not be paid for damaged or deformed geogrid.
9.5 Handling and Placement
The Geogrid Installer will handle all geogrids in a manner in accordance with the project
specifications. The CQA Consultant will note any noncompliance and report it to the Project
Manager.
9.6 Placement and Joining
MSE wall construction will require the use of several different types of geogrids of different
strengths. It is imperative that the correct geogrids are used where indicated in the design
drawings. The various types of geogrids used for the project will be color coded to allow quick
identification in the field by Contractor’s staff, CQC Consultant, and CQA Consultant.
The CQA Consultant will verify that the correct geogrids are used at the correct lengths and
vertical spacing as indicated in the design drawings. The CQA Consultant shall also verify that
the geogrids are properly placed at the MSE wall face and at MSE wall apertures in accordance
with the design drawings and project specifications.
The CQA Consultant will verify that geogrid is properly placed at vertical and horizontal
penetrations of the reinforced zone of the MSE wall and at bends and curvatures along the wall
in accordance with the design drawings and project specifications.
Adjacent geogrids will be joined according to construction drawings and project specifications.
The CQA Consultant will note any noncompliance and report it to the Project Manager.
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9.7 Repair
Any holes, tears, deformation, or other damage in the geogrid will be repaired in accordance
with project specifications. The CQA Consultant will observe any repair, note any
noncompliance with the above requirements, and report them to the Project Manager.
9.8 Placement of Soil Materials
All soil materials placed over the geogrid should be placed in accordance with project
specifications so as to ensure:
• the geogrids are not damaged;
• the geogrids have the proper vertical spacing;
• the geogrids are not displaced; and,
• no excess tensile stresses occur in the geogrid.
Any noncompliance will be noted by the CQA Consultant and reported to the Project Manager.
9.9 Detailed Design of MSE Wall
Detailed design of the MSE wall is the responsibility of the MSE Wall Subconsultant who will be
retained by the General Contractor. The CQA Consultant shall review the MSE wall detailed
design drawings and specifications as submitted by the MSE Wall Subconsultant for general
conformance with the project intent, this CQA Plan, and specification Section 31 38 40.
10 MSE Wall Construction Quality Assurance
10.1 MSE Wall Design
Detailed design of the MSE wall is the responsibility of the MSE Wall Subconsultant. Refer to
the MSE Wall Subconsultant design drawings for detailed wall layout, sections, geogrid
placement and wall facing details. in addition to the project specifications.MSE wall
specifications are included in Section 31 38 40 – Geosynthetic Reinforcement – MSE Wall.
References to “project specifications” in this section refer to this specification.
Construction of the MSE wall will be coordinated with the construction of the earthen berm on
the inboard side of the wall which will support the expanded sideslope liner system of the
existing landfill. In general, the MSE wall and berm will be constructed coincidentally in lifts as
the individual geogrid layers and soil backfill of the wall are installed. Construction of the
sideslope liner system would not proceed until the earthwork related to the MSE wall and berm
is complete which will provide a suitable subgrade for soil liner installation. The coordinated
construction of the wall, berm, and sideslope liner system will involve different soil components
and CQA requirements as indicated in the various sections of this CQA Plan.
Construction of the MSE wall and contiguous soil berm will require the contractor to provide
means and methods for controlling stormwater during construction to allow for proper subgrade
excavation/preparation, geogrid placement, backfill placement within the reinforced zone, and
structural fill placement. The CQA Consultant shall be responsible for observing whether the
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contractor is adequately controlling stormwater and shall notify the City if measures are
considered inadequate.
MSE wall construction will require the contractor to implement instrumentation and monitoring of
the wall to verify that anticipated strength gain and pore pressure dissipation is achieve in
certain locations of the wall alignment where low strength foundation soils exist. The proposed
instrumentation and monitoring is discussed in detail within the Geotechnical Engineering
Report provided in Part J of the permit application and includes the installation and monitoring of
piezometers, settlement plates, and survey monuments at select locations.
10.2 MSE Wall Components
CQA requirements for various components incorporated into the MSE wall system are provided
within the following sections of this CQA Plan:
• MSE Wall Subgrade and Structural Fill Placement - Section 2, Soil Construction Quality
Assurance
• Exposed Geomembrane Liner – Section 3, Geomembrane Liner Construction Quality
Assurance
• MSE Wall Subdrain Stone – Section 4, LCR Construction Quality Assurance
• MSE Wall Subdrain Geotextile – Section 5, Geotextile Material and Installation Quality
Assurance
• MSE Wall Subdrain Pipe – Section 6, High Density Polyethylene Manholes, Pipe and
Fittings Construction Quality Assurance
• Geogrid – Section 9, Geogrid Construction Quality Assurance
In addition, the proposed vegetated facing of the MSE wall will require the use of galvanized
steel welded wire forms and turf reinforcement matting meeting the requirements of the project
specifications.
The MSE wall material manufacturers will provide the Contractor and the CQC Consultant with
a written certification, signed by a responsible party, that the materials actually delivered have
properties which meet or exceed the guaranteed properties.
The CQA Consultant will examine all manufacturer's certifications to ensure that the property
values listed on the certifications meet or exceed the project specifications. Any deviations will
be reported to the Project Manager. CQA Consultant will perform confirmatory backfill soil
testing at an initiala minimum frequency of 10 percent of the CQC testing required in Section 31
38 40. If the initial CQA testing confirms the CQC testing results, the CQA testing frequency
may be reduced at the discretion of the Certifying Engineer. Passing criteria, sampling
approaches and methods, and procedures to follow in the event of failing tests are provided in
Section 31 38 40.
10.3 CQA Observations
Inspection of the MSE wall during the construction period that is part of the CQA/CQC
processes shall be the responsibility of the wall contractor and the Engineer on behalf of the
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City according to North Carolina Building Code (specifically Chapter 17- Special Inspections).
The inspection report shall be appended to the certified CQA Report.
The CQA Consultant will observe MSE wall construction to confirm that it is constructed in
accordance with the design drawings and project specifications. In addition to the requirements
for the individual MSE wall components contained within this CQA Plan, observations will
include, but not be limited to:
• Staking and layout of MSE wall;
• Subgrade preparation and testing;
• Subgrade approval;
• MSE wall penetrations (drop inlets, culverts, forcemains, etc.);
• Placement of wire forms for facing;
• Placement of topsoil, seeding, and turf reinforcement matting for facing;
• Installation of access roads, guardrails, and perimeter channel;
• Subdrain and discharge pipe installation;
• Conformance to design sections;
• Installation of piezometers, settlement plates, and survey monuments for construction
monitoring purposes;
• Review of construction monitoring data collected by the contractor;
• Control of rainwater during construction to avoid saturation of MSE wall fill; and,
• Looking for cracking, bulging, seeps, settling and displacement that may be indicative of
improperly constructed MSE wall.
10.4 Repair
Any materials incorporated into the MSE wall that have been determined to be defective or
substandard shall be repaired or replaced to the satisfaction of the CQA Consultant. Areas
where poor workmanship results in non-conformance with the design drawings and/or project
specifications shall also be repaired or replaced to the satisfaction of the CQA Consultant. The
CQA Consultant will observe any repair, note any noncompliance with the above requirements,
and report them to the Project Manager.
11 Surveying Construction Quality Control
11.1 Introduction
Surveying of lines and grades is conducted on an ongoing basis during construction of the
component liner, leachate collection systems, and MSE wall. Close CQC of the surveying is
absolutely essential to ensure that slopes are properly constructed. The surveying conducted at
the site shall be performed by the Contractor.
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11.2 Survey Control
Permanent benchmarks and baseline control points are to be established for the site at
locations convenient for daily tie-in. The vertical and horizontal controls for this benchmark will
be established within normal land surveying standards.
11.3 Surveying Personnel
The Contractor's survey crew will consist of a Senior Surveyor, and as many Surveying CQC
Monitors as are required to satisfactorily undertake the requirements for the work. All Surveying
CQC personnel will be experienced in the provision of these services, including detailed,
accurate documentation.
All surveying will be performed under the direct supervision of a Registered Professional
Engineer (PE) or Licensed Land Surveyor (PLS) licensed in the state in which the project is
located. The Licensed Land Surveyor may be the Senior Surveyor.
11.4 Precision and Accuracy
A wide variety of survey equipment is available to meet the requirements of this project. The
survey instruments used for this work should be sufficiently precise and accurate to meet the
needs of the project. All survey instruments should be capable of reading to a precision of 0.01
foot and with a setting accuracy of 20 seconds. (5.6 x 10-3 degrees).
11.5 Lines and Grades
The following surfaces and locations shall be surveyed to verify the lines and grades achieved
during construction. The survey should at least include (as deemed appropriate by the Engineer
and CQA Consultant):
• one or more construction baselines;
• the edges of all surface breaks (ex. toes, crests, ridges and valleys);
• surface of the subgrade;
• all structures;
• surface of the soil liner component;
• surface of the leachate collection layer (operational cover);
• invert elevation of and location of leachate collection/header and force main piping at
each lateral intersection and endpoint, and every 50 feet between the intersections and
endpoints;
• locations and installed slopes of landfill gas piping and components (condensates
sumps, valves, access points, etc.);
• inverts of sumps and manholes;
• top/toe of all berms, roads, and channels;
• elevations and locations of piezometers, settlement plates, and survey monuments
installed for construction monitoring purposes;
• location of edge of liner, anchor trenches tie-in seam to adjacent existing liner system
(as applicable); and
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• major patches of HDPE linertesting and repair locations within HDPE liner, LLDPE liner,
GCL, drainage composite, and soil liner.
In addition, the contractor’s surveyor shall provide complete as-built surveys of the completed
MSE wall that will include, but not be limited to, the following information:
• lines and grades of the completed MSE wall;
• subgrade lines and grades;
• elevations and lengths of geogrid reinforcement layers;
• locations of horizontal and vertical geogrid penetrations;
• utilities located within the footprint of the MSE wall;
• locations of roads, guardrail, and other appurtenances located on top of the MSE wall;
and
• locations of tests and repairs of the geogrid reinforcement, soil backfill, or wall facing
performed during wall construction.
Laser planes are highly recommended for achieving the correct lines and grades during
construction of each surface.
11.6 Frequency and Spacing
All surveying will be carried out immediately upon completion of a given installation to facilitate
progress and avoid delaying commencement of the next installation. In addition, spot checks, as
determined by the Senior Surveyor, CQA Consultant, or Project Manager, during construction
may be necessary to assist the Contractor in complying with the required grades.
The following spacings and locations will be provided by the CQC Surveyor, as a minimum, for
survey points:
• surfaces with slopes less than 10 percent will be surveyed on a square grid not wider
than 100 feet;
• on slopes greater than 10 percent, a square grid not wider than 100 feet will be used,
but, in any case, a line of survey points at the crest, midpoint, and toe of the slope will be
taken;
• a line of survey points no farther than 100 feet apart will be taken along any slope break
(this will include the inside edge and outside edge of any bench on a slope);
• a line of survey points not farther than 50 feet apart will be taken for all piping used for
leachate collection/detection lines, in particular, at the lateral intersection and line end
points;
• at a minimum, a line of survey points no farther than 50 feet apart will be taken for all
cleanout risers;
• at a minimum, every 100 feet along the perimeter of the primary and secondary liner
system; and
• at a minimum, a line of survey points no farther than 50 feet apart will be taken for all
piping used for the leachate collection/detection lines.

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Spacings of survey points shall be decreased as necessary at locations where added detail is
needed to adequately represent as-built conditions.
11.7 Thickness Measurements
The CQC surveyor as a representative of the Contractor shall obtain top and bottom elevations
of the soil liner at a maximum 100-foot grid points and at all grade break lines prior to placement
of the geomembrane liner system. The procedure for obtaining top and bottom elevations of the
soil liner shall be agreed to by the CQA Consultant and Engineer prior to construction. The CQC
Surveyor shall review the survey information with the Contractor to ensure that the survey
demonstrates compliance with the project technical specifications as appropriate for the
particular materials being measured. The Contractor is responsible for identifying and reporting
to the CQA Consultant any areas of non-compliance evidenced by the survey, and for repairing
such areas. The CQA Consultant and Contractor shall review the thickness measurements of
the soil liner component prior to placement of the geomembrane liner. Thickness measurements
performed on sloped surfaces shall be measured perpendicular to the slope and not vertically.
11.8 Tolerances
Except for liner components where no minus tolerances are acceptable, the following are
maximum tolerances for survey points:
• on surfaces, the maximum tolerances shall be 0.1 foot. This tolerance must be set to the
record elevation of the surface below it and not the design elevation;
• on piping for leachate collection/detection lines, the maximum tolerance shall be 0.02
foot. This tolerance must be set to the record elevation of the surface below it and not
the design elevation; and
• on cleanout risers, the tolerance shall be 0.1 foot. This tolerance must be set to the
record elevation of the surface below it and not the design elevation.
11.9 Documentation
All field survey notes will be retained by the Senior Surveyor. The results from the field surveys
will be documented on a set of Survey Record (As-Built) Drawings by the Contractor for
submittal to the CQA Consultant. The Contractor shall certify to the CQA Consultant and
Engineer that the results of the survey demonstrates compliance with the Contract Documents.
Sealed surveys depicting the information gathered in Paragraph 911.5 shall be supplied to the
Engineer and CQA Consultant in sufficient quantities. The surveys shall depict the information in
a topographic format and illustrate actual data points. For thickness verification a table shall be
compiled by the CQC surveyor or contractor containing the following information for each point.
• Proposed subgrade elevation.
• Actual subgrade elevation.
• Subgrade deviation.
• Proposed soil liner elevation.
• Actual soil liner elevation.
• Soil liner thickness.
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• Elevation deviation.
• Proposed final elevation.
• Actual final elevation.
• Thickness.
• Elevation deviation.
Any deviations in elevation or thickness outside the tolerances allowed by specification shall be
corrected.
12 Construction Quality Assurance
Documentation
12.1 Documentation
An effective CQA plan depends largely on recognition of all construction activities that should be
monitored and on assigning responsibilities for the monitoring of each activity. This is most
effectively accomplished and verified by the documentation of quality assurance activities. The
CQA Consultant will document that all quality assurance requirements have been addressed
and satisfied.
This CQA plan integrates the testing and inspection performed by the CQC Consultant in
accordance with the project specifications with the CQA overview and conformance testing
performed by the CQA Consultant, in accordance with this CQA Plan.
The CQC Consultant will provide the Project Manager with the CQC Consultant's daily and
weekly reports including signed descriptive remarks, data sheets, and logs to verify that all CQC
monitoring activities have been carried out. The CQA Consultant will also provide the Project
manager with a weekly report summarizing CQA activities and identifying potential quality
assurance problems. The CQA Consultant will also maintain at the job site a complete file of
Plans, Reports, project specifications, a CQA Plan, checklists, test procedures, daily logs, and
other pertinent documents.
12.2 Recordkeeping
The CQC Consultant's reporting procedures will include preparation of a daily report which, at a
minimum, will consist of: a) field notes, including memoranda of meetings and/or discussions
with the Contractor; b) observation logs and testing data sheets; and c) construction problem
and solution data sheets. The daily report must be completed at the end of each CQC
Consultant's shift, prior to leaving the site. This information will be submitted weekly to and
reviewed by the CQA Consultant.
The CQC Consultant's weekly reports must summarize the major events that occurred during
that week. Critical problems that occur shall be communicated verbally to the Project Manager
or CQA Consultant immediately as well as being included in the weekly reports. The CQC
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Consultant's weekly report must be submitted to the CQA Consultant no later than the Monday
following the week reported.
The CQA Consultant's weekly report must summarize the CQC Consultant's weekly and daily
reports, CQA conformance testing activities, construction problems that occurred, and the
resolution of construction problems. The CQA Consultant's weekly report should identify all
potential or actual compliance problems outstanding. The CQA Consultant's weekly report must
be submitted to the Project Manager on the Wednesday following the week reported.
12.2.1 Memorandum of Discussion with CQC Consultant or Geosynthetic Installer
A report will be prepared summarizing each discussion between the CQA Consultant and the
CQC Consultant or Geosynthetic Installer. At a minimum, the report will include the following
information:
• date, project name, location, and other identification;
• name of parties to discussion at the time;
• relevant subject matter or issues;
• activities planned and schedule; and
• signature of the CQA Consultant.
12.2.2 CQA Observation Logs and Testing Data Sheets
CQA observation logs and conformance testing data sheets will be prepared by the CQA
Consultant on a weekly basis. At a minimum, these logs and data sheets will include the
following information:
• an identifying sheet number for cross referencing and document control;
• date, project name, location, and other identification;
• data on weather conditions;
• a reduced-scale Site Plan showing all proposed work areas and test locations;
• descriptions and locations of ongoing construction;
• descriptions and specific locations of areas, or units, of work being tested and/or
observed and documented;
• locations where tests and samples were taken;
• a summary of test results;
• calibrations or recalibrations of test equipment, and actions taken as a result of
recalibration;
• off-site materials received, including quality verification documentation;
• decisions made regarding acceptance of units of work, and/or corrective actions to be
taken in instances of substandard quality; and the CQA Consultant's signature.
12.2.3 CQA Construction Problem and Solution Data Sheets
CQA sheets describing special construction situations will be cross-referenced with specific
CQA observation logs and testing data sheets, and must include the following information,
where available:
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• an identifying sheet number for cross referencing and document control;
• a detailed description of the situation or deficiency;
• the location and probable cause of the situation or deficiency;
• how and when the situation or deficiency was found or located;
• documentation of the response to the situation or deficiency;
• final results of any responses;
• any measures taken to prevent a similar situation from occurring in the future; and
• the signature of the CQA Consultant, and signature of the Project Manager indicating
concurrence if required by this CQA Plan.
The Project Manager will be made aware of any significant recurring nonconformance with the
project specifications. The Project Manager will then determine the cause of the non-
conformance and recommend appropriate changes in procedures or specification. When this
type of evaluation is made, the results will be documented, and any revision to procedures or
project specifications will be approved by the Owner and Engineer. The nonconformance
documents will be included in the certified CQA Report.
12.3 CQA Photographic Reporting Data Sheets
Photographic reporting data sheets, where used, will be cross-referenced with CQA observation
logs and testing data sheets and/or CQA construction problem and solution data sheets.
Photographs shall be taken at regular intervals during the construction process and in all areas
deemed critical.
These photographs will serve as a pictorial record of work progress, problems, and mitigation
activities. The basic file will contain color prints; negatives will also be stored in a separate file in
chronological order. These records will be presented to the Project Manager upon completion of
the project.
In lieu of photographic documentation, videotaping may be used to record work progress,
problems, and mitigation activities. The Project Manager may require that a portion of the
documentation be recorded by photographic means in conjunction with video tapingvideotaping.
12.4 Design and/or Project Technical Specification Changes
Design and/or project specification changes may be required during construction. In such cases,
the CQA Consultant will notify the Project Manager and the Engineer. The Project Manager will
then notify the appropriate agency, if necessary.
Design and/or project specification changes will be made only with the written agreement of the
Project Manager and the Engineer, and will take the form of an addendum to the project
specifications. All design changes shall include a detail (if necessary) and state which detail it
replaces in the plans.
Significant design and/or project specification changes, including CQA/CQC testing, will be
submitted to NCDEQ SWS for prior approval whenever possible. All changes, modifications,
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and deviations from the approved design, plan, or specification will be documented and included
in the certified CQA Report.
12.5 CQA Progress Reports
The CQA Consultant will prepare a summary progress report each week, or at time intervals
established at the pre-construction meeting. As a minimum, this report will include the following
information;
• Aa unique identifying sheet number for cross-referencing and document control;
• Tthe date, project name, location, and other information;
• aA summary of work activities during progress reporting period;
• Aa summary of construction situations, deficiencies, and/or defects occurring during the
progress reporting period;
• Ssummary of all test results, failures and retests, and signature of the CQA Consultant.
12.6 Signature and Final Report
At the completion of each major construction activity at the landfill unit, the CQA Consultant will
certify all required forms, observation logs, field and laboratory testing data sheets including
sample location plans, construction problems and solution data sheets. The CQA Consultant will
also provide a final report which will certify that the work has been performed in compliance with
the plans and project technical specifications, and that the supporting documents provide the
necessary information.
The CQA Report for the proposed MSE wall expansion project is anticipated to include the
following sections:
• Introduction
• Construction Quality Programs
• Earthwork Construction Quality Assurance
• Geomembrane Liner Construction Quality Assurance
• Leachate Collection and Removal System Quality Assurance
• Geotextile Material Construction Quality Assurance
• High Density Polyethylene Pipe Construction Quality Assurance
• Drainage Composite Quality Assurance
• Geosynthetic Clay Liner Quality Assurance
• Geogrid Construction Quality Assurance
• MSE Wall Construction Quality Assurance
• Erosion and Sedimentation Control and Site Drainage Features
• Photographic Documentation
The CQA Consultant will also provide summaries of all the data listed above with the report. The
Record Drawings will include scale drawings depicting the location of the construction and
details pertaining to the extent of construction (e.g., depths, plan dimensions, elevations, soil
component thicknesses, etc.). All surveying and base maps required for development of the
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Record Drawings will be done by the Construction Surveyor. These documents will be certified
by the Contractor and CQC Consultant and delivered to the CQA Consultant and included as
part of the CQA documentation (Certification) report.
It may be necessary to prepare interim certifications, as allowed by the regulatory agency to
expedite completion and review.
12.7 Storage of Records
All handwritten data sheet originals, especially those containing signatures, will be stored by the
Project Manager in a safe repository on site. Other reports may be stored by any standard
method which will allow for easy access. All written documents will become property of the
Owner.

HDR Engineering, Inc. of the Carolinas 301 N Main StreetSuite 2030 Winston-Salem, NC 27101-3836
[phone] NC License F-0116
hdrinc.com
© 20202019 HDR, Inc., all rights reserved
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Permit Amendment D – Operations Plan

D
D – Operations Plan

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Permit Amendment D – Operations Plan

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Operations Plan
Hanes Mill Road Landfill
Winston-Salem/Forsyth County Utilities

Winston-Salem, North Carolina
December 2019
Revised JulySeptember 2020

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Contents
1 Introduction ............................................................................................................................ 1
2 Standard Operating Procedures ............................................................................................ 1
2.1 Hours and Days of Operation .......................................................................................... 1
3 Waste Screening Programs ................................................................................................... 1
3.1 Waste Receiving and Inspection ...................................................................................... 2
3.2 Waste Determination Process ......................................................................................... 2
3.3 Prohibited Waste Types ................................................................................................... 3
3.4 Hazardous Waste Contingency Plan ............................................................................... 3
4 Waste Disposal ...................................................................................................................... 4
4.1 Placement of Initial Lift ..................................................................................................... 4
4.2 General Procedures ......................................................................................................... 5
4.3 Procedures in Vicinity of MSE Wall .................................................................................. 5
4.4 Hot Load Procedures ....................................................................................................... 7
4.5 Category II Non-Friable Asbestos .................................................................................... 7
4.6 Regulated Asbestos Containing Materials (Friable Asbestos) ......................................... 7
4.7 Equipment Operations within the Landfill Cell ................................................................. 9
4.8 Procedures for Stormwater Separation ............................................................................ 9
5 Alternative Daily Cover ........................................................................................................ 10
6 Concrete, Asphalt, and Brick Operations ............................................................................ 11
7 Explosive Gases Control ..................................................................................................... 11
7.1 Methane Monitoring Well Placement ............................................................................. 12
7.2 Methane Monitoring Program ........................................................................................ 12
7.3 Sampling and Analysis Procedures ............................................................................... 12
7.4 Emergency Response Plan ........................................................................................... 12
8 Sedimentation and Erosion Control ..................................................................................... 13
9 Leachate Management ........................................................................................................ 14
9.1 General .......................................................................................................................... 14
9.2 Inspection and Cleaning ................................................................................................ 15
9.3 Generation Records ....................................................................................................... 18
9.4 Leachate Quality Sampling ............................................................................................ 18
9.5 Leachate Pretreatment and Discharge .......................................................................... 18
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9.6 Separation of Stormwater .............................................................................................. 18
9.7 Leachate Contingency Plan ........................................................................................... 19
10 Air Quality Control ............................................................................................................... 19
11 Access and Safety Requirements ....................................................................................... 19
12 Spreading and Compacting Program .................................................................................. 20
13 Record Keeping Program .................................................................................................... 20
14 MSE Wall Inspections and Maintenance ............................................................................. 21
14.1 MSE Wall Inspections ................................................................................................. 21
14.2 MSE Wall Monitoring Plan .......................................................................................... 22
14.3 MSE Wall Maintenance .............................................................................................. 22
14.4 MSE Wall Contingency Plan ....................................................................................... 23

Appendices
Appendix A – Paint Filter Test
Appendix B – Constituents for Detection Monitoring
Appendix C – Leachate Discharge Letter
Appendix D – MSE Wall Inspection Form

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Operations Plan Introduction
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1 Introduction
The purpose of this section is to identify protocols for the overall operation and maintenance of
the western landfill expansion area including the proposed MSE wall landfill expansion, which is
owned and operated by the City of Winston-Salem (City). This plan has been prepared in
accordance with appropriate NCDEQ .1600 rules and provides details of the procedures and
policies, which shall be implemented throughout the life of the City’s western landfill expansion
area. Refer to the Hanes Mill Road Landfill MSE Wall Expansion Project Permit Amendment
drawings for an illustration of the existing conditions of the landfill expansion (including known
limits of existing and previous disposal areas, and buffer zones) (Sheet 00C-01); the proposed
expansion areas (Sheets 00C-03 and 00C-04); the fill phasing (including the progression of
operation including daily operation, transition contours, and final contours) (Sheets 00C-10 and
00C-11); and stormwater management (along the MSE wall, upon closure, and details) (Sheets
00C-03, 00C-04, 00C-10, 00C-11, and 00C-22)proposed final contours and erosion control
plans (including storm water control, and stockpile and borrow operations).
2 Standard Operating Procedures
2.1 Hours and Days of Operation
The landfill is open for operation between the hours of 7:00 AM and 4:30 PM, Monday through
Friday, and from 8:00 AM to noon on Saturday. The landfill is normally closed on Sundays,
except where prior permission has been given to receive waste for special instances such as a
natural disaster. The landfill is closed on Thanksgiving Day and Christmas Day. The landfill is
open from 7:00 AM to 3:00 PM on New Year’s Day, Martin Luther King Jr. Day, Good Friday,
Memorial Day, Independence Day, and Labor Day. It is anticipated that this schedule will
continue, however operational hours and holidays may change as the need arises.
3 Waste Screening Programs
In order to reduce the risk of prohibited wastes entering the landfill facility, waste screening
programs have been implemented at the existing landfill. Waste received at both the scalehouse
entrance and waste taken to the working face is inspected by trained personnel. These
individuals have been trained to spot unauthorized waste, including: liquids, sludges, drums or
barrels, and other banned wastes. Programs for visual characteristics of prohibited wastes are
an ongoing part of the existing landfill operation. These programs are implemented in
accordance with Rule .1626 Part (1)(f).
The landfill facility is permitted for co-disposal of wastewater treatment sludges with other
permitted waste streams according to Rule .1626(1)(e) provided the sludges:
• Ddo not contain hazardous wastes or PCBs as confirmed by analytical tests (US EPA
test methods SW-846);
• Aare from known sources located within the landfill service area; and
• Ssatisfy the free-liquid requirement in Rule .1626(9)(c).
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3.1 Waste Receiving and Inspection
All vehicles must stop at the scalehouse located at the entrance of the landfill facility. Refuse
transportation vehicles are weighed and the content of the load assessed. The scale
attendant(s) requests from the driver of the vehicle entering the landfill a description of the
waste it is carrying to ensure that unacceptable waste is not allowed into the landfill. The
attendant(s) then visually checks the vehicle as it crosses the scale. Signs informing users of
the acceptable and unacceptable types of waste are conspicuously posted on the landfill
property.
The Hanes Mill Road Landfill also has a random waste inspection program. Vehicles under this
program are selected at random. At least 1 percent of the waste stream (by weight) will be
inspected under this program looking for liquid waste, hazardous waste, regulated PCB waste,
and other banned items. This waste screening area is located immediately adjacent to the
working face with the selected vehicles’ waste carefully spread using suitable equipment. An
operator trained to identify wastes that are unacceptable inspects the waste discharged at the
screening site. If unacceptable waste is found, the waste will be isolated and secured for
removal. The hauler is responsible for removing unacceptable waste from the landfill property. If
no unacceptable waste is found, the load will be pushed to the working face and incorporated
with the daily waste.
For each vehicle screened, a random waste screening inspection form will be filled out and will
be kept on-site. The inspection form should include the following information.
• Dates and times wastes were received for inspection
• Source and type of wastes
• Vehicle and driver identification
• All observations made by the inspector
• Final disposition of waste after inspection
3.2 Waste Determination Process
In accordance with 15A NCAC 13B.1626 Part (1) (f), the Hanes Mill Road Landfill requires
documentation and prior approval in order to dispose of special wastes such as contaminated
soils, sludge, ash, sandblasting waste, and industrial waste such as filter press residue, etc. The
main intent of the special waste program is to ensure that the landfill does not receive
hazardous or liquid waste as defined by North Carolina law/regulations. For example, sludges
can be accepted at the active landfill, provided the generator has documentation that the sludge
is non-hazardous as defined by NC law and if the sludge passes the paint filter test. See
Appendix A for a description of the referenced Paint Filter test.
Before special wastes can be disposed at the landfill, a Special Waste Disposal Application
must be executed in its entirety, submitted to and reviewed/approved by the City-County Utility
Solid Waste Administration. These applications require the generator to describe the special
waste involved and to demonstrate and certify that the waste is not hazardous as defined by NC
law. Approval for disposal must be obtained before attempting to dispose of these special
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wastes. These approvals come from trained landfill staff. Should any questions related to
regulations occur, staff will contact NCDEQ for information.
3.3 Prohibited Waste Types
The landfill shall not accept wastes for disposal that are excluded by the current Franchise
Agreement or NCGS 130A-309.10(f). At the present time, the following wastes are prohibited
from disposal within the MSW landfill unit.
• Whole scrap tires
• Used oil
• White goods
• Lead acid batteries
• Yard trash
• Aluminum cans
• Antifreeze
• Beverage containers that are required to be recycled under G.S. 18B-1006.1
• Motor vehicle oil filters
• Recyclable rigid plastic containers that are required to be labeled as provided in the NC
statute, that have a neck smaller than the body of the container, and that accept a screw
top, snap cap, or other closure. This prohibition on disposal of recyclable rigid plastic
containers in landfills does not apply to rigid plastic containers that are intended for use
in the sale or distribution of motor oil or pesticides.
• Wooden pallets
• Discarded computer equipment (Does not include mice and keyboards)
• Certain televisions
• Oyster shells
• Radioactive Waste
The Hanes Mill Road Landfill relies upon physical observations by operations personnel to
detect and reject prohibited waste, and therefore has not installed any monitoring device to
monitor/screen for these wastes. This includes radioactive waste as noted above.
3.4 Hazardous Waste Contingency Plan
In the event that hazardous waste is detected at the landfill, appropriate equipment, protective
equipment, personnel, and materials as necessary will be employed to isolate the wastes. If the
vehicle attempting disposal of such waste is known, all attempts shall be made to prevent that
vehicle from leaving the site or, if the vehicle has left the site, immediate notice will be served on
the owner of the vehicle that this hazardous waste, for which they have responsibility, has been
disposed of at the landfill. The NCDEQ Division of Waste Management will be notified within 24
hours that an attempt was made to dispose of this hazardous waste.
The landfill staff shall assist the Division of Waste Management as necessary.
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Should an incident where hazardous waste is found at the landfill occur, the event shall be
documented as follows:
• Date and time of material detection
• Hauler name (company and driver)
• Material(s) detected
• Material generator(s) if able to identify
• Action(s) taken to manage or return material(s)
• Efforts taken if extreme toxicity or hazard was discovered
• Existing landfill employee in responsible charge
Records of information will be maintained at the landfill expansion during its active life and as
long as required by regulation.
Prohibited wastes that are discovered at the working face of the landfill shall either be roped off
such that they are not buried or disturbed by operations or moved to a safe location, if it is
determined that this can be done safely, until the hauler can be identified and the waste
removed. If the hauler cannot be identified, the prohibited waste will be temporarily stored in
suitable containers on landfill property until arrangements can be made for the proper disposal
of the wastes.
4 Waste Disposal
4.1 Placement of Initial Lift
During solid waste placement operations, the landfill liner systems are most vulnerable during
the placement of the first lift of solid waste. The first lift of MSW should be comprised of select
loads spread on top of the operational cover above the leachate collection layer. These select
loads must be free of long or large pieces of waste that may be pushed through the leachate
collection layer and damage the liner. The first lift should be a minimum of four4 feet thick and
provide sufficient area for at least one day’s operation without placing other areas of the liner in
jeopardy.
Another area of the liner system that is vulnerable during placement of the first lift of solid waste
is the perimeter berms which includes the proposed MSE wall berms. The protective cover layer
against the side wall will protect the liner system. As with the bottom liner, the first lift of MSW
against the liner side walls should be comprised of select loads.
In the event that the landfill supervisor identifies any damage to any part of the liner system, he
should immediately affect its repair. Additionally, he should document the damage and the
repair as a part of the operating record. The repaired liner system must be tested in accordance
with the requirements of the approved CQA Plan and applicable specifications. A written report
describing the damage and repairs shall be submitted to the NCDEQ SWS for review and
approval.
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4.2 General Procedures
Solid waste transportation vehicles will arrive at the working face at random intervals. There
may be a number of vehicles unloading waste at the same time, while other vehicles are
waiting. In order to maintain control over the off-loading of waste, a certain number of vehicles
will be allowed on the working face at a time. The actual number will be determined by the traffic
spotter. This procedure will be used in order to minimize the potential of off-loading non-
acceptable waste and to control disposal activity. Operations at the working face will be
conducted in a manner which will encourage the efficient movement of transportation vehicles to
and from the working face, and to expedite the unloading of solid waste. This will all be
performed in a safe manner.
Spoiled foods, animal carcasses, and other animal wastes fall into the category of special
handling. The generator of the material should call in advance to the landfill, and a
determination will be made as to whether or not the waste will be accepted. If the waste is
approved, the generator will present the waste at a predetermined time, where an area for
disposal will already have been prepared. The waste will be covered immediately.
The approach to the working face will be maintained such that two or more vehicles may safely
unload side by side. A vehicle turn-around area large enough to enable vehicles to arrive and
turn around safely with reasonable speed will be provided adjacent to the unloading area. The
vehicles will back to a vacant area near the working face to unload. Upon completion of the
unloading operation, the transportation vehicles will immediately leave the working face area.
Personnel will direct traffic as necessary to expedite safe movement of vehicles.
Solid waste unloading at the active landfill will be controlled to prevent disposal in locations
other than those specified by site management. Such control will also be used to confine the
working face to a minimum width, yet allow safe and efficient operations. The width and length
of the working face will be maintained in order to maintain the appearance of the site, control
windblown waste, improve operational efficiency and, when necessary, and minimize amount of
cover soil. Normally, two working faces will be active on any given day, with all deposited waste
in other areas covered by either daily, intermediate, or final cover, as appropriate.
The procedures for placement and compaction of solid waste include: unloading of trucks,
spreading of waste, compaction on relatively flat slopes using a landfill compactor and a certain
number of passes to satisfy density goals.
Portable signs with directional arrows and portable traffic barricades will facilitate the unloading
of wastes to the designated disposal locations. These signs and/or barricades may be placed
along the access route to the working face of the landfill or other designated disposal areas
which may be established.
4.3 Procedures in Vicinity of MSE Wall
The confined working face between the inboard slope of the MSE wall berm and the existing
waste slope “valley” will require special considerations in order to safely and efficiently dispose
of waste in this area.
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Temporary haul roads will be constructed on the existing waste slope opposite of the MSE wall
to keep traffic off of the constructed sideslope liner system until at least a 10-foot “fluff” lift of
waste is placed over the liner system. The access road constructed on the top of the MSE wall
will not be used for waste hauling. Intermittent disposal pads constructed out of waste with a
soil/rock driving surface will be constructed along the temporary access roads to allow haul
vehicles to back up and dump their loads where compactors and dozers will spread the waste
within the confined area and eventually fill the “valley” between the wall and existing waste
slope. If necessary, the traffic will be routed one-way in this area to avoid congestion and the
temporary haul roads can connect to the main two-way haul roads for return. Once filling of the
“valley” between the MSE wall and existing waste slope is complete, there will generally be
sufficient room to establish conventional working face procedures.
MSE wall construction will require modifications to the existing landfill gas management system
that will include temporary relocation of the perimeter gas header to the existing waste slope,
temporary connections of existing gas laterals to the relocated gas header, extension of gas
laterals to the permanent gas header on top of the wall, and extension of existing gas wells and
relocation of laterals to accommodate the additional waste filling that will take place over the
existing waste slope after the wall is constructed. Operations within the “valley” will therefore
need to be carefully routed to avoid damage to temporary header and lateral pipe installed on
the surface. These pipes should be installed above the “valley” since they will need to remain in
place until waste filling is above the top of the MSE wall which will allow condensate from the
laterals to flow by gravity to the permanent header pipe installed on top of the wall. Where traffic
crossings of the exposed pipe are inevitable, protective pipe casings can be used. Flagging,
posts, and tape will also be used to protect landfill gas infrastructure. Soil berms constructed
around raised wells will both increase their visibility and protect them against accidental contact
with vehicles. The temporary location of landfill gas management components is conceptually
illustrated on Detail 2 of Sheet 00C-20 of the Facility Plan Drawings.
Existing vegetation, intermediate cover, and daily cover will be stripped from the existing waste
slope prior to waste filling in the “valley” in order to allow good hydraulic connection with the
leachate collection system within the expansion area and to conserve airspace. The stripped
material will be reused as daily cover.
Stormwater diversions will be constructed above the “valley” to intercept as much stormwater as
possible from the existing waste slope to allow it to flow by gravity to the existing stormwater
management system and not require pumping. Geosynthetic rain cover (GRC) will be installed
within portions of the “valley” where waste filling will be delayed in order to keep stormwater
from infiltrating into the leachate collection system. A GRC specification is provided in Section
31 35 19 of the Technical Specifications in Part I of the permit application. Temporary
stormwater sumps will be constructed within these lined areas where the stormwater will be
collected. Temporary pumps will be used to remove the collected stormwater from the sumps
and discharge it to the lined perimeter drainage channel located on top of the MSE wall which
drains to the sediment ponds. The GRC will be removed prior to waste filling within the area. A
schematic drawing of a temporary stormwater sump that would be constructed within the
“valley” is provided on Sheet 00C-25 of the Facility Plan Drawings.
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4.34.4 Hot Load Procedures
The following procedures will be utilized whenever a customer arrives at the Hanes Landfill with
a “hot load”:
• As the customer with a “hot load” approaches the scale house: After weighing at the
scale house, the customer will be directed to the landfill. The weighmaster will
immediately notify operations personnel of the ‘hot load’. When the customer arrives at
the working face, operations personnel will direct the vehicle to a safe place within the
landfill where the “hot load” will be extinguished.
• As the customer with the hot load is inside the landfill but has not reached the working
face: The customer will be directed to the landfill where operations personnel will direct
the vehicle to a safe place within the landfill where the “hot load” will be extinguished.
• As the customer with the “hot load” is at the working face: If the load has yet to be
dumped, the customer will be signaled to move away from the working face. Operations
personnel will direct the vehicle to a safe place within the landfill where the “hot load” will
be extinguished.
4.44.5 Category II Non-Friable Asbestos
The Hanes Mill Road Landfill accepts Category II non-friable asbestos. As in most special waste
cases, the Hanes Mill Road Landfill relies upon the waste generator to identify and describe the
waste expected for disposal. The generator is required to notify the landfill before the load is
brought to the landfill, including notification at the scale house. Once notified at the scale house,
the weighmaster will inform operations personnel at the working face immediately that a load of
non-friable asbestos is on its way.
Because Category II non-friable asbestos can be crushed by heavy equipment to the point
particles can become airborne, the following procedures are in place at the Hanes Mill Road
Landfill: For a large load, a hole is excavated in the waste, with the non-friable asbestos waste
being placed in the hole and immediately covered with other waste. For small loads, the load is
placed at the edge of the working face and waste is immediately placed over the non-friable
asbestos.
4.54.6 Regulated Asbestos Containing Materials (Friable
Asbestos)
The following delineates the Standard Operating Procedures as to how the Hanes Mill Landfill
will accept/handle Regulated Asbestos Containing Materials (RACM):
The landfill will also accept demolition or renovation waste that contains RACM or non-friable
asbestos as of January 1, 2017. Because the landfill must prepare the site to receive the
RACM, the landfill will require the generator:
• to provide a contingency plan in the event any packages/bags are not properly leak
proof or labeled, and
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• to notify the landfill of the disposal event 24 hours in advance. Should this notification not
occur, the load will either be rejected or the transporter/generator may be delayed while
the site is being prepared.
RACM will be accepted in accordance with 15A NCAC 13B .1626 (1) (d), 40 CFR 61.154, and
Forsyth County regulations pertaining to the disposal of RACM. Specifically, the landfill will
perform the following tasks and operational functions should RACM be accepted:
• Prior to the acceptance of RACM, only trained employees will be in the presence of
RACM. Those employees will be trained in Asbestos Awareness and will receive annual
refresher courses.
• RACM will not be accepted at the landfill without a properly executed shipping record
(manifest). See attached for example of manifest indicating:
o The name, address, and telephone number of the generator
o The name, address, and telephone number of the transporter
o The quantity of the RACM in cubic yards or meters
o The date of the receipt
• Within 30 days of the receipt of the RACM, send a copy of the executed manifest to the
generator.
• Retain copies of all manifests for at least two years.
• At the time of disposal, a trained landfill employee will visually examine the load to
ensure that the received RACM is intact and in leak-tight containers or bags which are
labeled or tagged according to the regulations. Any improperly packaged RACM will be
rejected for disposal and reported to the Forsyth County Office of Environmental
Assistance and Protection (FCOEAP) by the following working day. Under no
circumstances will landfill personnel handle or repackage the disturbed RACM.
• If the landfill discovers a discrepancy between the manifested quantity and the actual
quantity received, the landfill will attempt to reconcile this discrepancy with the generator
within 15 days of receipt. If the discrepancy is not resolved, report such to the FCOEAP.
• Prior to the actual unloading of the RACM the trained landfill operator will determine the
safe distance according to weather conditions (and non-interference of other waste
disposal activities at that time) from the active working face where other solid waste for
disposal are being conducted, so other workers and the general public will not be
exposed to RACM spillage, should it occur. This trained operator will also have the
discretion as to whether disposal will take place on an extremely windy day.
• RACM will be disposed of in the working face, will not be compacted but will be
immediately covered with either a minimum of six inches of soil or waste so as to not
cause airborne conditions. At the end of the working day, authorized daily cover will be
utilized to cover all waste including the area receiving the RACM.
• Maintain, until closure, records of location, depth and area, and quantity of RACM on a
map or diagram of the disposal area. Make available to FCOEAP these records during
normal business hours. Upon closure, submit to FCOEAP these records.
• Notify FCOEAP within 45 days prior to disturbing any RACM. Such notification will
include:
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o The reason for the disturbance
o The schedule for the disturbance
o The procedures that will be used to control emissions during disturbance
o Location of temporary storage site or final disposal site
• Upon closure, submit to FCOEAP copies of records of RACM disposal locations and
quantities.
• Within 60 days of a site becoming closed, record, in accordance with North Carolina
State law, a notation on the deed to the facility property and on any other instrument that
would normally be examined during a title search. The notation will indicate:
o The land has been used for the disposal of RACM;
o The survey plot and record of the location and quantity of RACM disposed of
within the disposal site
4.64.7 Equipment Operations within the Landfill Cell
Both the facilities’ operational vehicles and solid waste transportation vehicles must be
restricted as follows within the landfill cells.
• Equipment operation directly on the operational cover above the leachate collection
layer shall be limited to vehicles having a maximum ground contact, (i.e., low ground
pressure, of less than 32 psi.)
• A minimum vertical separation of three feet shall be maintained between the
geomembrane liner and all solid waste transportation vehicles.
• A minimum vertical separation of five feet shall be maintained between the
geomembrane liner and trash compactors or other operational vehicles.
The operation of vehicles within those portions of the cell not actively receiving waste should be
restricted to activities associated with sedimentation and erosion control and other forms of
maintenance.
4.74.8 Procedures for Stormwater Separation
Each lined landfill cell is divided by berms into hydraulically isolated subcells designed to allow
the operator to limit the amount of stormwater entering the leachate collection system. Prior to
placement of refuse in a subcell, the subcell must be isolated from the stormwater drainage
system and connected to the leachate collection system. Isolation of the subcell from the
stormwater system is accomplished by removing the stormwater pipe leading into the next
subcell. The subcell is then connected to the leachate collection system by physically removing
the geosynthetic rain cover (GRC) over the entire subcell.
A GRC will be installed on top of the operational cover located above the leachate collection
layer to prevent stormwater from entering the leachate collection system. The GRC shall be
installed according to manufacturer’s specifications. In general, the GRC can be ballasted by
anchor trenches, tires, rope, sandbags, or windscreen. Stormwater runoff is controlled by
building up a berm underneath the GRC to act as a diversion ditch. Typically, the GRC is
removed by rolling the material in a direction so as to roll it up the slope.
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Stormwater that has collected in isolated subcells that have not received waste is not
considered leachate and may be pumped into sediment ponds as normal stormwater.
Waste will be graded in a manner to avoid ponding and sloped to divert stormwater away from
the operational area.
The Phase A MSE wall landfill expansion will be constructed around the outside south and east
perimeter of the Phase 1 and the east perimeter of the Phase 2 expansion landfill where waste
has previously been placed. A GRC will also be placed over the operational cover on the
inboard slope of the MSE wall to limit infiltration of stormwater into the leachate collection
system and to divert stormwater collected off of the GRC the site’s stormwater management
system. As waste filling proceeds adjacent to the MSE wall, portions of the GRC will be
removed to allow direct contact between the waste and the operational cover so leachate can
drain to the leachate collection system.
The future Phase B MSE wall landfill expansion will most probably be constructed at the same
time as the Phase 3 landfill base liner and therefore will be an integral part of future cell
development within Phase 3. Control of stormwater within Phase 3 will be performed as
previously described for lined landfill cells with the MSE wall forming the perimeter berm.
5 Alternative Daily Cover
At the end of each working day either six inches of soil, or an NCDEQ approved Alternative
Daily Cover (ADC) material, will be used to encapsulate exposed refuse, combat vectors and to
divert stormwater from the waste. NCDEQ approved material is documented in the following:
• Approved Alternative Daily Cover Materials for Use at Sanitary Landfills, as amended
• Date of Issue: January 7, 2014
• Document number 20365
Examples of approved ADC are:
• Construction and Demolition Debris (C&D) Fines
• Combustion Residuals (CR) Ash
• Spray-Applied Coating (Posi-Shell®)
• Synthetic Tarps
• Petroleum Contaminated Soils (PCS)
• Foam Coating
• Foundry Sand
• Automotive Shredder Residuals (ASR)
• Soil/Mulch mixture
The approved ADCs will be handled and applied by methods documented in the above
mentioned document.
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As a contingency, the City will maintain a soil stockpile on-site for use as daily cover, should
circumstances warrant it. Any area not receiving waste for a period of 12 months will have a
minimum of one foot of intermediate soil cover.
6 Concrete, Asphalt, and Brick Operations
Concrete, asphalt, and brick (CAB) is received, inspected, unloaded and stockpiled at an
approximately 2-acre location north of the closed linedthe landfill by the white goods/scrap metal
collection area within the areas shown on the Facility Plan, Sheet 00G-03 of the Facility Plan
Drawings. The CAB area is a 23 acre section of the site of which 4.67 acres are currently being
utilized. The road to the CAB area and the north side of the landfill is is gated and locked when
not in use.
As landfill operations progress towards the present CAB processing area, new areas within the
Facility boundary will be prepared and utilized for CAB with the approval of NCDEQ DWM.
Signs are provided to direct traffic to and from the gate to the CAB area and to direct disposal. A
trained inspector will inspect every load to assure that only loads of clean, uncontaminated CAB
are unloaded and stored at the designated location. Any loads that are found to contain
anything other than clean, uncontaminated CAB will not be allowed to unload and will be
directed to unload at the working face of the MSW disposal area at the landfill and the hauler
will pay the full tip fee for the load unless the hauler chooses to take the load to another landfill
permitted to accept such waste. Materials other than CAB discovered after unloading will be
properly disposed of at the landfill.
Under the Hanes Mill Road Landfill “Concrete, Asphalt, and Brick” program, the Hanes Mill
Road Landfill allows concrete to contain rebar. Modern day concrete crushers are able to
properly process and remove this rebar without any problems. Between the time the concrete is
delivered and processed/crushed, landfill operations personnel will make every effort to ensure
the concrete is stored as safely as possible, with a minimum of protruding rebar.
Regardless of the amount of CAB received, the landfill will not accept and stockpile more than
the capabilities of the storage areas identified. When approximately 50,000 tons of CAB is
accumulated, the landfill will proceed to the final stage of the process, which includes
processing the stockpiled CAB for use at the facility. This will involve the retaining of a vendor to
crush, chip or otherwise process the large pieces of CAB into useable aggregate. This
processed material will then be stockpiled within the same area for periodic use onsite.
7 Explosive Gases Control
A landfill gas monitoring plan for the facility is included as Part F of the permit application. The
following discussion is a general summary of the plan requirements .Refer to the plan for
additional information .A gas management plan showing proposed modifications to the existing
landfill gas management system necessitated by the MSE wall expansion is provided on Sheet
00C-12 of the Facility Plan Drawing in Part L of the permit application.
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A gas monitoring system has been constructed around the perimeter of the closed landfill and
Phases 1 and 2 of the western landfill expansion landfill. Since the Phase A MSE wall landfill
expansion will be located immediately adjacent to the south and east perimeter of Phase 1 and
the east perimeter of Phase 2 of the expansion landfill, the existing gas monitoring system will
continue to be used. The future Phase B MSE wall expansion will extend into the east perimeter
of the Phase 3 area and therefore will require an expansion of the gas monitoring system. This
system is used to monitor for gas migration along the perimeter of the landfill expansion. All
buildings and enclosed structures at the landfill are monitored as part of a routine methane
monitoring program.
7.1 Methane Monitoring Well Placement
In accordance with Rule 1626 (4)(b), the following factors were used to determine gas
monitoring well placement: soil conditions, hydrologic conditions, hydraulic conditions, and
location of facility structures. Monitoring well locations are shown on the Gas Collection System
drawings (Sheets 00G-05 and 00G-06) of the Facility Plan.
7.2 Methane Monitoring Program
Routine monitoring for gas migration is performed in accordance with Rule .1626 Part (4)(a) on
a quarterly basis to ensure that the following compliance levels for methane concentration are
not exceeded: 1) the concentration of methane gas generated by the facility does not exceed 25
percent of the lower explosive limit (LEL) for methane in facility structures (1.25 percent
methane); and 2) the concentration of methane gas migrating from the landfill expansion does
not exceed the LEL for methane at the facility property boundary (5 percent methane). The
monitoring device is a combustible gas indicator (CGI).
If concentrations are measured at greater than 25 percent of the LEL for methane in facility
structures, then the landfill will immediately take all necessary steps to ensure protection of
human health and shall notify the Division of Waste Management. Within seven days of
detection, the methane gas levels detected and a description of the steps taken to protect
human health shall be placed in the operating record. Within 60 days of detection, a remediation
plan describing the nature and extent of the problem and the proposed remedy for methane gas
releases shall be placed in the operating record, the remediation plan shall be implemented,
and the Division of Waste Management shall be notified.
7.3 Sampling and Analysis Procedures
The City staff presently performs the required methane monitoring program but the City may
also have an independent contractor perform methane sampling and analysis in accordance
with the Landfill Gas Monitoring Plan.
7.4 Emergency Response Plan
In the event methane gas levels exceed allowable limits within structures, the emergency
response plan will be as follows.
• For structures with greater than 25 percent LEL:
o evacuate immediately, leaving doors open,
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o notify Winston-Salem Fire Department Hazardous Material Team,
o notify NCDEQ,
o notify consulting engineer, and
o follow emergency procedure outlines in 15A NCAC 13B.1626(4)(c).
• For structures with 0-25 percent LEL:
o conduct follow-up monitoring, and
o discuss with consulting engineer.
8 Sedimentation and Erosion Control
The proposed MSE wall landfill expansion area will be constructed with maximum final waste
sideslopes of 3H:1V and minimum 8 percent top slopes to promote runoff and prevent ponding
over or in the waste. Diversion berms, side slope tack-on berms, buried pipe slope drains and
perimeter drainage channels constructed on the inboard crest of the MSE wall will provide
runoff, erosion, and sediment control. The drainage channel allows for the movement of surface
water from landfilling activities which has not contacted solid waste to flow to drop inlets situated
near the existing sediment basins. The discharge from the drop inlets is directed to the basins
through pipes that penetrate the MSE wall. The sediment basins provide a settling zones for
sediments carried within the stormwater prior to discharge through natural outfalls and
tributaries to Grassy Creek.
Construction of the MSE wall landfill expansion will only slightly increase the limits of the lined
landfill. The proposed final cover grading (Sheets 00C-10 and 00C-11 of the Facility Plan
Drawings) therefore limits the area draining to the existing sediment basins to the maximum
drainage area included within the original sediment basin design drawings. Sediment basin
sizing calculations are provided in the Stormwater Calculations section of this permit application.
Measures to control sedimentation and erosion will include the drainage channels, berms,
sediment basins, silt fences, slope drains, sediment traps, temporary and permanent seeding.
During landfill construction, perimeter dikes, swales, ditches, and slopes will be stabilized with
temporary measures within seven calendar days after ceasing land disturbance. Slopes steeper
than 3H:1V and slopes greater than 50 feet in length and steeper than 4H:1V will also be
stabilized with temporary measures within seven calendar days. All other areas will be stabilized
with temporary measures within 14 calendar days after ceasing land disturbance. After the
permanent cessation of construction activities, any areas with temporary ground stabilization
shall be converted to permanent ground stabilization as soon as practicable but in no case
longer than 90 calendar days after the last land disturbing activity. All measures will be
constructed or installed in accordance with standards specified in the North Carolina Erosion
and Sediment Control Planning and Design Manual.
Sediment basins will also prevent the discharge of pollutants that violate requirements of the
Clean Water Act, including, but not limited to, NPDES requirements, into the waters and
wetlands of the United States.
The landfill expansion area will have a comprehensive surface and groundwater monitoring
program to provide early detection of any leachate migration problems. In the event any
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Operations Plan Leachate Management
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constituents are detected above allowable limits, measures will be taken to begin assessing the
extent of contamination and, if necessary, corrective actions will be taken to prevent the
pollution of waters and wetlands of the United States, that violate any requirements of an area-
wide or state-wide water quality management plan that has been approved under Section 208
or 319 of the Clean Water Act, as amended.
9 Leachate Management
9.1 General
The western landfill expansion Phases 1 and 2 utilize a system of perforated HDPE pipes
installed within stone-filled trenches to collect leachate. The collection pipes beneath the waste
drain to gravity headers around the perimeter of the unit and then into Sumps 1 and 2 located in
Cells 1A and 1C of Phase 1, respectively. Leachate in the sump areas is pumped up sideriser
pipes to the above-ground storage tanks via a forcemain. The facility utilizes two Aquastore
leachate tanks. The tanks have a nominal capacity of 414,000 gallons. Discharge from the tanks
into the gravity sewer main is controlled with an automated system that records the discharge
quantity. The sewer main ultimately discharges into the City/County-owned wastewater
treatment facility for final treatment. An illustration of the existing leachate management system
is shown on Sheets 00G-07 and 00G-08 of the Facility Plan drawings.
Construction of the Phase A MSE wall landfill expansion will increase the lined area footprint
along the southern and eastern perimeter of Phase 1 and the eastern perimeter of Phase 2. The
inboard slope of the MSE wall will continue the existing 3H:1V lined inboard slope of the
perimeter berm to the top of the MSE wall (see Sheet 00C-20 of the Facility Plan Drawings, Part
L of the permit application). An alternate liner system has been used at the facility and is also
proposed for the MSE wall landfill expansion in accordance with NCAC Title 15.A Chapter 13,
Subchapter 13.B, Section .1624 (2)(1)(A)(ii) and NCDENR Permit Guidance issued September
15, 2000. The proposed alternate liner system will consist of a textured 60 mil HDPE
geomembrane overlying a geosynthetic clay liner and 18 inches of soil with permeability no
greater than 1 x 10-5 cm/sec. This alternate liner system will be constructed along the inboard
slope of the MSE wall and will connect to the existing sideslope liner. A detail of the proposed
sideslope liner, incorporating the alternate liner system, is provided as Detail 2 on Sheet 00C-19
of the Facility Plan Drawings. The continuation of the slope will require relocation of the existing
sump pump stations to the top of the MSE wall and extensions of the sump riser pipes and solid
leachate cleanout pipes to the top of the wall. Since only lined 3H:1V slope will be added
through the MSE wall construction, additional stone-filled leachate collection trenches and
perforated leachate collection pipes will not be required.
Construction of the future Phase B MSE wall landfill expansion will probably be incorporated
into the design of the basegrades of the east side of Phase 3 of the western landfill expansion.
Phase 3 will require a new leachate sump to be constructed for the landfill but it is anticipated to
be located north of the proposed termination of the MSE wall. Phase B will also require the
extension of solid leachate cleanout pipes to the top of the wall but will not require additional
stone-filled leachate collection trenches along the inboard slope of the wall.
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A leachate collection layer (LCL) will be placed on the inboard MSE wall sideslopes above the
geomembrane liner, consisting of a drainage geocomposite covered with 24 inches of
operational cover soil. The leachate collection layer on the floor of Phase 1 and Phase 2 of the
western landfill expansion consists of 12 inches of leachate collection stone and 12 inches of
operational cover soil with a separator geotextile between the layers. The geomembrane on the
cell floors is covered with a cushion geotextile of sufficient density to protect the liner from the
leachate collection layer and construction activities. The LCL on the cell floor contains
perforated leachate collection pipes surrounded by No. 5 stone. The LCL system has been
designed to maintain less than one foot of head on the liner system. The leachate collection
layer (LCL) for the standard and alternate sideslope liner systems is shown on Details 2 and 3
on Sheet 00C-19 of the Facility Plan Drawings.
Geosynthetic rain cover (GRC) installed over the LCL in inactive cells provides stormwater
separation. Select loads of MSW will form the initial lift to further protect the base liner and
leachate collection systems.
9.2 Inspection and Cleaning
Remote camera inspections of the leachate lines will occur in accordance with NC General
Statutes 130A-295.6(h)(3).The statute requires that, for the western landfill expansion, this is to
be performed upon completion of construction, at least once every five years, and following the
clearing of all blockages. There is no frequency requirement for the camera inspections of the
piggyback unit of the closed landfill per the approved Post Closure Plan. Records of the
inspections will be recorded on the Remote Camera Video Inspection Form.
In order to maintain the free flow of leachate collection pipes, blockages will be cleared of debris
using the cleanout riser pipes for access. The maintenance and cleaning will be performed as
per NC General Statutes 130A-295.6(h)(3). This is required to be performed as necessary to
maintain the free flow of leachate. The pipes will be cleaned with jetted clean water. Cleanings
will be recorded on the Leachate Pipe Cleaning Form. Damaged pipes will not prevent the flow
and collection of leachate as it can flow through the stone column material. A continuous
granular blanket will allow drainage of leachate in the event of failure of the leachate collection
pipes.
The leachate tanks and overflow piping are visually inspected weekly by the facility operator to
ensure it is in good working order. Steps are taken to immediately correct any noted
deficiencies. Inspection reports are maintained and available to the division upon request.

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* Please include a copy of the Cleaning Report in the file.
Leachate Pipe Cleaning Form*
Pipe ID Date Cleaning Company Persons Operating the Equipment Comments about Cleaning

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* Please include a copy of the Inspection Report in the file.
Remote Camera Video Inspection Form*
Pipe ID Date Inspection Company Persons Operating the Equipment Comments about Inspection

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9.3 Generation Records
The volume of leachate generated between September 2014 and September 2019 averaged
approximately 484,000 (four hundred eighty four thousand) gallons per month, or 16,133 gallons
per day. Presently, the facility utilizes a Eurotherm Chessell data recorder to track leachate tank
levels and discharge quantities. The data is downloaded, reviewed and backed up each quarter.
Issues identified by the review are addressed or repaired as needed.
9.4 Leachate Quality Sampling
Semi-annual sampling is performed in accordance with .1626(12)(c). Samples will be recovered
as grab samples from the leachate storage tank. The parameters to be analyzed include BOD,
COD, temperature, conductivity, phosphate, pH, ammonia, suspended solids, sulfates, nitrates,
and metals analysis. Please refer to the Water Quality Monitoring Plan for more detail. Appendix
B outlines the list of metals and volatiles to be tested.
9.5 Leachate Pretreatment and Discharge
At this time, leachate pretreatment consists of equalization in the storage tanks. Existing on-site
leachate quality tests do not indicate a need for further pretreatment at this time. Testing of
leachate quality will continue during the life of the facility. Dependent on the outcome of future
tests, an appropriate system, if required, will be designed. According to the letter dated
September 13, 2005 from the City/County Utilities Department, the landfill is not required to
have a permit to discharge leachate at the wastewater treatment plant. See Appendix C for a
copy of this letter.
9.6 Separation of Stormwater
Storm water control measures will be employed within lined subcells which have not received
waste. These measures include “sectioning off” unused subcells or portions of subcells by
employing GRC and temporary subcell divider berms. In addition, a sump will be created at the
low end of the subcell to facilitate stormwater removal.
In general, temporary sumps are formed where the subcell divider berms intersect the perimeter
berm. Stormwater drains toward the temporary sumps on top of the GRC. The formation of
temporary sumps permits stormwater to be pumped as required. In this way, the landfill operator
retains flexibility throughout the life of the landfill expansion. As filling operations are proceeding,
stormwater from unfilled subcells is kept out of the leachate collection system. The temporary
sumps also enable the operator the potential to monitor both the quantity and quality of leachate
and enable separation or isolation of specific areas in the event of a problem.
Construction of the MSE wall landfill expansion will result in the creation of additional lined
airspace along a portion of the existing perimeter of the landfill. It is anticipated that this
additional lined area will be filled with waste in segments. GRC will remain over the protective
cover on the inboard slope of the MSE wall in unfilled, inactive areas to limit leachate
production. Diversion berms will be constructed upgradient from the active fill area to divert
stormwater around the fill area and into the stormwater management system. Temporary sumps
may also be used during waste filling within the MSE wall where gravity flow of stormwater to
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the management system is not possible. A schematic representation of a temporary stormwater
sump that may be used to control stormwater and leachate production in the valley between the
MSE wall and existing waste until the area is filled with waste is provided on Detail 2 of Sheet
00C-24 of the Facility Plan Drawings.
Prior to the commencement of filling activities in the subcells, the temporary discharge pipes will
be removed to prevent discharge of leachate into an inactive subcell.
9.7 Leachate Contingency Plan
Before leachate levels within the tank reach the freeboard capacity, a high crossover pipe
allows flow into the second tank. In the event that both tanks reach the freeboard capacity and
the levels continue to rise, leachate will flow through an overflow pipe before over topping the
tanks. The overflow line is directly connected to the sewer. Engineering structures (secondary
containment) were constructed to contain any leachate that might leak from the tanks or piping
in the tank area, before it could enter local waterways.
10 Air Quality Control
The Hanes Mill Road Landfill is subject to the appropriate sections of the US Environmental
Protection Agency (EPA) Clean Air Act. This is implemented by the Forsyth County Office of
Environmental Assistance & Protection (FCOEAP), who has delegated authority to implement
these regulations. The primary control mechanism for the Hanes Mill Road Landfill is the active
gas extraction system. Most reporting related to this program such as the NSPS Semi-Annual
Compliance Report and the Annual Emission Inventory Report is sent to FCOEAP. The Annual
Compliance Certification Report however, not only is submitted to FCOEAP but is also
submitted to EPA’s Region IV office. The Hanes Mill Road Landfill also reports electronically to
EPA under the Greenhouse Gas Reporting Program. At the present time this is being performed
annually.
All equipment that is used in waste at the facility has fire extinguishers and/or fire suppression
systems on board. The extinguishers are properly classified and inspected.
Open burning of solid waste is prohibited at the site. The fire department may be notified in
cases of emergency, such as a landfill fire. NCDEQ will be notified within 24 hours of a landfill
fire. A follow-up report detailing the nature of the fire and any respective action taken will be
mailed to NCDEQ within 15 days of the landfill fire. Presently, the format for this report can be
found at the following web site location: http://ncdenr.s3.amazonaws.com/s3fs-
public/Waste%20Management/DWM/SW/Forms/FireOccurrenceReport.pdf..
11 Access and Safety Requirements
The facility is almost totally enclosed by a six-foot chain link fence with triple strands of barbed
wire to prevent unauthorized entry into the site. Areas currently not protected by fencing are
inaccessible by large motor vehicles due to steep water barriers, railroads etc. Construction of
the MSE wall landfill expansion is not anticipated to require the removal and relocation of any
security fencing.
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The access road to the working face will be of all-weather construction and kept in good
condition. Dust and tracked mud will be controlled on the access roads as needed.
Guardrails will be provided at the outboard top of the MSE wall to help prevent people and
vehicles from falling off the steep slope.
Proper signage directing and informing facility users will be placed in high visibility areas,
including signs stating that no hazardous or liquid wastes can be received.
Removal of MSW from the facility will not be allowed without the approval of the facility
supervisor. Under no conditions will the removal of MSW from the working face be allowed.
No barrels or drums will be disposed of at the facility without sufficient perforations to ensure
that no liquid or hazardous wastes are contained in them.
The facility will be staffed during all operating hours to ensure operational compliance.
12 Spreading and Compacting Program
Incoming waste at the facility will be confined to the most efficient working face feasible. Solid
waste will be compacted as densely as practical into cells. Appropriate control devices such as
berms, fences, and cover material will be used as needed to prevent windblown debris. At the
conclusion of each work day windblown debris will be collected by on-site staff or temporary
laborers.
The landfill’s litter control program will consist of litter control fences that help capture blowing
litter. In addition to these fences, labor will also be used to manually remove blown litter outside
the working face. In the event of extremely windy days, temporary labor and/or
prison/community service labor will be used to remove the blown litter. This windblown litter will
be bagged and returned to the working face.
13 Record Keeping Program
Records for tonnage and waste generators will be kept at the office of the City’s Solid Waste
Administrator and made available to NCDEQ upon request within a reasonable period of time.
Records for facility inspections, gas/groundwater monitoring results and corresponding
analytical data, closure/post-closure cost estimates, financial assurance documentation and
employee training will be kept at the facility. The information will be made available to NCDEQ
upon request within a reasonable period of time.
The following documents will also be placed in the operating record:
• permits and the approved permit applications including as-built document for landfill
construction and closure activities;
• fire occurrence reports, open burning permits/approval documents; and
• amount of leachate generated and leachate line cleaning/flushing records.
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Copies of the operation plan will be kept at the facility.
14 MSE Wall Inspections and Maintenance
14.1 MSE Wall Inspections
MSE walls incorporated into landfill expansions will initially be inspected by qualified City staff or
a third party monthly after construction for indications that the wall requires repairs. The
frequency of inspections will be reduced to quarterly after the first year of monthly inspections.
Qualified inspectors must be a professional civil, geotechnical, or structural engineer licensed in
the State of North Carolina and experienced in the design and construction of MSE walls. Prior
to the inspection, the inspector shall have access to, and be familiar with the plans and
specifications used for construction of the wall as well as as-built information obtained during
wall construction. The inspector shall also be familiar with the requirements of this Operations
Plan with respect to MSE wall inspections and any additional requirements of applicable
building codes or ordinances.
The inspections will include the following observations:
• Signs of movement (displacement, bulging, cracking, subsidence);
• Presence of cracks in reinforced fill at the top of the wall, on the exterior or inboard slope
of the wall, or on the access road surface on top of the wall;
• Inclined guardrail, fencing, or utility poles on the top of the wall;
• There is no undermining of the wall;
• There is no ponding of water at the base of the wall;
• Seeps from wall facing;
• Signs of stormwater overflow;
• Adequate, non-stressed vegetation on wall facing;
• Trees and shrubs are not growing on the wall facing;
• Loss of soil from wall facing or in the vicinity of pipe penetrations;
• Access road on top of wall is adequately maintained and not puddling water after rain events;
• Geomembrane liner for perimeter channel on top of wall is intact and there are no signs
of water leakage; and,
• Obstructions within perimeter channel, drop inlets, or stormwater pipes;.
Triggering points related to wall movement that will require the initiation of repairs include:
• Differential settlement exceeding 1/50 as measured along the wall and exceeding 5
percent into the wall;
• If total lateral displacement exceeds H/75, where H is the height of the wall, within the
wall or below the wall;
• If tilting from the bottom to the top of the wall exceeds ¼-inch per 5 feet of wall height;
• If discernable bulges are observed; and
• If the magnitude or rate of movement at any monitoring points exhibit large increases.
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A MSE Wall Inspection Form is provided in Appendix D for use during the MSE wall inspections.
The inspector will submit the inspection report to the landfill supervisor immediately upon
completion who will schedule maintenance to correct any issues observed. If signs of wall
movement, undermining, ponding of water at base of wall, stormwater overflow, loss of soil,
and/or seeps are observed, then the landfill supervisor shall immediately notify the City Solid
Waste Engineer who will contact the MSE wall design engineer and NCDEQ DWM within 24
hours of receiving the inspection report. The MSE wall design engineer will assess the structural
integrity of the MSE wall and develop a repair plan, if necessary. Structural repairs to the wall
shall be performed as soon as possible based on the recommendations of the MSE wall design
engineer.
14.2 MSE Wall Monitoring Plan
Survey monuments will be installed approximately every 100 feet along the length of MSE Wall
No. 1 (the main wall with waste placed against its inboard slope) in order to monitor potential
vertical and lateral movements that would signal the need for repairs. Two monuments will be
installed at each location with one at the top outside edge and the other at the base. A surveyor
licensed in the State of North Carolina will obtain horizontal and vertical coordinates at each
monument at a frequency of quarterly for the first year after construction and yearly thereafter.
The frequency of monitoring will be increased if significant movement is observed.
A professional civil, geotechnical, or structural engineer licensed in the State of North Carolina
will review the surveyor’s data and summarize the findings in a report. The report will contain
the following at a minimum:
• Date(s) survey information was obtained and the name and contact information for the
surveyor;
• A description of data reduction and review performed by the engineer;
• A summary of the findings, particularly reporting on significant movements since the
previous monitoring event and cumulative movements since the initiation of monitoring;
• A summary of any areas of concern and any remedial measures recommended;
• Recommendations for future monitoring such as maintaining current frequency,
increasing frequency, reducing frequency, installing additional monuments or
instrumentation, etc.;
• A site plan with monitoring locations shown and any areas of concern indicated;
• The surveyor’s information in an appendix; and
• Engineer’s certification.
Each monitoring report will be maintained by the City in the operating record. The NCDEQ will
be notified within 24 hours if significant movement exceeding the triggering points listed in
Section 14.1 are exceeded.
14.214.3 MSE Wall Maintenance
MSE maintenance shall be scheduled as soon as possible after deficiencies are noted within
the MSE wall inspection report. Normal maintenance of the MSE wall will generally include:
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Operations Plan MSE Wall Inspections and Maintenance
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• Reseeding portions of wall facing without adequate vegetation;
• Removal of windborne waste from the exterior face of the wall;
• Repair of any damaged or deteriorated components of the wall facing (wire forms and
struts, geogrid, erosion control matting, topsoil);
• Removing trees and shrubs from wall facing;
• Repair of access road to remove ruts and ponding area; and,
• Removing obstructions within perimeter channel, drop inlets, or stormwater pipes.
Access to the exterior face of the main MSE wall (Wall 1) to perform the above maintenance
activities is facilitated along the eastern portion of the wall (approximate Stations 0+00 through
33+00) by the maintenance road that will be constructed along the base of the wall. Standard
bucket trucks or mobile scissor lifts can use the maintenance road to access the face. The
remainder of the wall (approximate Stations 33+00 through 53+25) will not have a maintenance
road along the base. Access along this section of wall can be obtained using an ATV mounted
bucket truck using the trails currently used by landfill staff for groundwater and landfill gas
monitoring. Alternately, the outside face of the wall can be accessed from the access road on
top of the wall using under bridge type inspection equipment. The smaller Wall 2 that will be
constructed at the base of Wall 1 along a section of the east side of the landfill will be less than
10 feet high and therefore can largely be accessed from the toe by workers on foot with
extension tools or ladders.
14.4 MSE Wall Contingency Plan
The MSE wall will exhibit ductile behavior, meaning that there will be warning signs prior to
catastrophic failure. If areas of concern are established during the inspection and/or monitoring
programs, steps will be taken to stabilize or repair the MSE wall. The NCDEQ SWS will be
notified within 24 hours if there is a MSE wall failure or an exceedance of the triggering criterial
provided in Section 14.1..
The City will contract with an engineering firm within 48 hours of becoming aware of an MSE
wall stability issue to assess the condition of the wall if the trigger points discussed in Section
14.1 are exceeded or if there are other indications of wall instability. The engineering firm will be
responsible for developing a repair plan for the wall. Possible repair options include partial
deconstruction and reconstruction of the MSE wall to repair failed or damaged facing or geogrid
reinforcement that may or may not include temporary removal of waste from behind that portion
of the wall being repaired. Soil nailing through the wall and construction of a buttress berm at
the toe of the wall are other potential options to increase the stability of the wall. Once a repair
plan is submitted, the City will be responsible for retaining a contractor to implement the plan.
The engineering firm responsible for developing the repair plan will provide oversight during
implementation of the repair plan. The City will provide any necessary CQA services during the
repair. Following completion of the repairs, the engineering firm will prepare a summary report,
including CQC and CQA data and a certification the repairs have been performed in accordance
with the requirements of the repair plan. The report will be submitted to the NCDEQ SWS.
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Potential contingency measures that can be used if a potential MSE wall stability problem is
suspected include:
• Installing barricades and taping off areas at the top and base of the portion of MSE wall
in question to exclude vehicles and landfill staff from these potentially dangerous areas;
• Installing soil berms and silt fence around a perimeter at the base of the wall to contain
displaced wall fill and sediment in the event of a wall failure; and,
• Ceasing operations in the area to avoid the creation of vibrations or forces that could
increase the likelihood of wall failure.
Any displaced material from a wall failure will be removed as part of the repair plan and
disposed at a suitable location and the area affected by the failure will be restored to pre-failure
conditions.
Slope stability analyses were performed to evaluate the unlikely condition where all geogrid
reinforcement within the wall, at its tallest height, failed and did not provide any tensile strength
(see the Geotechnical Engineering Report in Part J of the permit application). These analyses,
performed under both total stress and effective stress conditions, indicated that the wall failure
surface would extend only into the compacted backfill within the reinforced portion of the wall or
the structural fill berm located behind the reinforced zone. The failure surfaces did not enter into
the waste placed behind the MSE wall. Since the anticipated failure surface includes a limited
amount of compacted backfill in the vicinity of the face of the wall, the displaced fill upon wall
failure will remain in the near vicinity of the toe of the wall and large scale outward flow of soil or
waste will not occur. There is sufficient room between the toe of the main MSE wall (MSE Wall
1) and Grassy Creek as well as other infrastructure located on the outboard side of the wall to
contain the failure without affecting the creek or infrastructure. For instance, the closest distance
from the toe of the main MSE wall to Grassy Creek, the sewer easement, and railroad right-of-
way are approximately 100 feet, 150 feet, and 500 feet respectively.

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Operations Plan Appendix A – Paint Filter Test

A
Appendix A – Paint Filter
Test

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Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Operations Plan Appendix B – Constituents for Detection Monitoring

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Appendix B – Constituents
for Detection Monitoring

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477
Environmental Protection Agency Pt. 258, App. I
submitted a statement from a Reg-
istered Professional Engineer so stat-
ing;
(b) The State finds the facility in
compliance with applicable and appro-
priate permit conditions;
(c) The State Director determines
that the closure date is certain and the
owner or operator certifies that there
are no foreseeable factors that will
change the estimate of site life; and
(d) Discounted cost estimates must
be adjusted annually to reflect infla-
tion and years of remaining life.
[61 FR 60339, Nov. 27, 1996]
APPENDIX I TO PART 258—CONSTITUENTS FOR DETECTION MONITORING
Common name1 CAS RN2
Inorganic Constituents:
(1) Antimony .......................................................................................................................................... (Total)
(2) Arsenic ............................................................................................................................................. (Total)
(3) Barium ............................................................................................................................................. (Total)
(4) Beryllium .......................................................................................................................................... (Total)
(5) Cadmium ......................................................................................................................................... (Total)
(6) Chromium ........................................................................................................................................ (Total)
(7) Cobalt .............................................................................................................................................. (Total)
(8) Copper ............................................................................................................................................. (Total)
(9) Lead ................................................................................................................................................. (Total)
(10) Nickel ............................................................................................................................................. (Total)
(11) Selenium ........................................................................................................................................ (Total)
(12) Silver .............................................................................................................................................. (Total)
(13) Thallium ......................................................................................................................................... (Total)
(14) Vanadium ....................................................................................................................................... (Total)
(15) Zinc ................................................................................................................................................ (Total)
Organic Constituents:
(16) Acetone .......................................................................................................................................... 67–64–1
(17) Acrylonitrile .................................................................................................................................... 107–13–1
(18) Benzene ......................................................................................................................................... 71–43–2
(19) Bromochloromethane .................................................................................................................... 74–97–5
(20) Bromodichloromethane .................................................................................................................. 75–27–4
(21) Bromoform; Tribromomethane ...................................................................................................... 75–25–2
(22) Carbon disulfide ............................................................................................................................. 75–15–0
(23) Carbon tetrachloride ...................................................................................................................... 56–23–5
(24) Chlorobenzene .............................................................................................................................. 108–90–7
(25) Chloroethane; Ethyl chloride ......................................................................................................... 75–00–3
(26) Chloroform; Trichloromethane ....................................................................................................... 67–66–3
(27) Dibromochloromethane; Chlorodibromomethane .......................................................................... 124–48–1
(28) 1,2-Dibromo-3-chloropropane; DBCP ........................................................................................... 96–12–8
(29) 1,2-Dibromoethane; Ethylene dibromide; EDB ............................................................................. 106–93–4
(30) o-Dichlorobenzene; 1,2-Dichlorobenzene ..................................................................................... 95–50–1
(31) p-Dichlorobenzene; 1,4-Dichlorobenzene ..................................................................................... 106–46–7
(32) trans-1, 4-Dichloro-2-butene .......................................................................................................... 110–57–6
(33) 1,1-Dichlorethane; Ethylidene chloride .......................................................................................... 75–34–3
(34) 1,2-Dichlorethane; Ethylene dichloride .......................................................................................... 107–06–2
(35) 1,1-Dichloroethylene; 1,1-Dichloroethene; Vinylidene chloride ..................................................... 75–35–4
(36) cis-1,2-Dichloroethylene; cis-1,2-Dichloroethene ..........................................................................156–59–2
(37) trans-1, 2-Dichloroethylene; trans-1,2-Dichloroethene .................................................................. 156–60–5
(38) 1,2-Dichloropropane; Propylene dichloride ................................................................................... 78–87–5
(39) cis-1,3-Dichloropropene ................................................................................................................. 10061–01–5
(40) trans-1,3-Dichloropropene ............................................................................................................. 10061–02–6
(41) Ethylbenzene ................................................................................................................................. 100–41–4
(42) 2-Hexanone; Methyl butyl ketone .................................................................................................. 591–78–6
(43) Methyl bromide; Bromomethane ................................................................................................... 74–83–9
(44) Methyl chloride; Chloromethane .................................................................................................... 74–87–3
(45) Methylene bromide; Dibromomethane .......................................................................................... 74–95–3
(46) Methylene chloride; Dichloromethane ........................................................................................... 75–09–2
(47) Methyl ethyl ketone; MEK; 2-Butanone ........................................................................................ 78–93–3
(48) Methyl iodide; Idomethane ............................................................................................................ 74–88–4
(49) 4-Methyl-2-pentanone; Methyl isobutyl ketone ............................................................................. 108–10–1
(50) Styrene .......................................................................................................................................... 100–42–5
(51) 1,1,1,2-Tetrachloroethane ............................................................................................................. 630–20–6
(52) 1,1,2,2-Tetrachloroethane ............................................................................................................. 79–34–5
(53) Tetrachloroethylene; Tetrachloroethene; Perchloroethylene ........................................................ 127–18–4
(54) Toluene .......................................................................................................................................... 108–88–3
(55) 1,1,1-Trichloroethane; Methylchloroform ....................................................................................... 71–55–6
(56) 1,1,2-Trichloroethane ..................................................................................................................... 79–00–5
(57) Trichloroethylene; Trichloroethene ................................................................................................ 79–01–6
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478
40 CFR Ch. I (7–1–14 Edition) Pt. 258, App. II
Common name1 CAS RN2
(58) Trichlorofluoromethane; CFC–11 .................................................................................................. 75–69–4
(59) 1,2,3-Trichloropropane .................................................................................................................. 96–18–4
(60) Vinyl acetate .................................................................................................................................. 108–05–4
(61) Vinyl chloride ................................................................................................................................. 75–01–4
(62) Xylenes .......................................................................................................................................... 1330–20–7
1Common names are those widely used in government regulations, scientific publications, and commerce; synonyms exist for
many chemicals.
2Chemical Abstract Service registry number. Where ‘‘Total’’ is entered, all species in the ground water that contain this ele-
ment are included.
[70 FR 34555, June 14, 2005; 70 FR 44150, Aug. 1, 2005]
APPENDIX II TO PART 258—LIST OF HAZARDOUS INORGANIC AND ORGANIC
CONSTITUENTS
Common name1 CAS RN2 Chemical abstracts service index name3
Acenaphthene ................................................................... 83–32–9 ... Acenaphthylene, 1,2-dihydro-
Acenaphthylene ................................................................. 208–96–8 Acenaphthylene
Acetone ............................................................................. 67–64–1 ... 2-Propanone
Acetonitrile; Methyl cyanide .............................................. 75–05–8 ... Acetonitrile
Acetophenone ................................................................... 98–86–2 ... Ethanone, 1-phenyl-
2-Acetylaminofluorene; 2-AAF .......................................... 53–96–3 ... Acetamide, N–9H-fluoren-2-yl-
Acrolein .............................................................................. 107–02–8 2-Propenal
Acrylonitrile ........................................................................ 107–13–1 2-Propenenitrile
Aldrin ................................................................................. 309–00–2 1,4:5,8-Dimethanonaphthalene, 1,2,3,4,10,10-
hexachloro-1,4,4a,5,8,8a-hexahydro-(1,4,4a,5,8,8a)-
Allyl chloride ...................................................................... 107–05–1 1-Propene, 3-chloro-
4-Aminobiphenyl ................................................................ 92–67–1 ... [1,1′-Biphenyl]-4-amine
Anthracene ........................................................................ 120–12–7 Anthracene
Antimony ............................................................................ (Total) ...... Antimony
Arsenic ............................................................................... (Total) ...... Arsenic
Barium ............................................................................... (Total) ...... Barium
Benzene ............................................................................ 71–43–2 ... Benzene
Benzo[a]anthracene; Benzanthracene .............................. 56–55–3 ... Benz[a]anthracene
Benzo[b]fluoranthene ........................................................ 205–99–2 Benz[e]acephenanthrylene
Benzo[k]fluoranthene ......................................................... 207–08–9 Benzo[k]fluoranthene
Benzo[ghi]perylene ............................................................ 191–24–2 Benzo[ghi]perylene
Benzo[a]pyrene ................................................................. 50–32–8 ... Benzo[a]pyrene
Benzyl alcohol ................................................................... 100–51–6 Benzenemethanol
Beryllium ............................................................................ (Total) ...... Beryllium
alpha-BHC ......................................................................... 319–84–6 Cyclohexane, 1,2,3,4,5,6-hexachloro-
,(1a,2a,3b,4a,5b,6b)-
beta-BHC ........................................................................... 319–85–7 Cyclohexane, 1,2,3,4,5,6-hexachloro-
,(1a,2b,3a,4b,5a,6b)-
delta-BHC .......................................................................... 319–86–8 Cyclohexane, 1,2,3,4,5,6-hexachloro-
,(1a,2a,3a,4b,5a,6b)-
gamma-BHC; Lindane ....................................................... 58–89–9 ... Cyclohexane, 1,2,3,4,5,6- hexachloro-,(1a,2a, 3b,
4a,5a,6b)-
Bis(2-chloroethoxy)methane .............................................. 111–91–1 Ethane, 1,1′-[methylenebis (oxy)]bis [2-chloro-
Bis(2-chloroethyl)ether; Dichloroethyl ether ...................... 111–44–4 Ethane, 1,1′-oxybis[2-chloro-
Bis(2-chloro-1-methylethyl) ether; 2,2′-Dichlorodiisopropyl
ether; DCIP, See footnote 4.
108–60–1 Propane, 2,2′-oxybis[1-chloro-
Bis(2-ethylhexyl) phthalate ................................................ 117–81–7 1,2-Benzenedicarboxylic acid, bis(2-ethylhexyl)ester
Bromochloromethane; Chlorobromethane ........................ 74–97–5 ... Methane, bromochloro-
Bromodichloromethane; Dibromochloromethane .............. 75–27–4 ... Methane, bromodichloro-
Bromoform; Tribromomethane .......................................... 75–25–2 ... Methane, tribromo-
4-Bromophenyl phenyl ether ............................................. 101–55–3 Benzene, 1-bromo-4-phenoxy-
Butyl benzyl phthalate; Benzyl butyl phthalate ................. 85–68–7 ... 1,2-Benzenedicarboxylic acid, butyl phenylmethyl ester
Cadmium ........................................................................... (Total) ...... Cadmium
Carbon disulfide ................................................................ 75–15–0 ... Carbon disulfide
Carbon tetrachloride .......................................................... 56–23–5 ... Methane, tetrachloro-
Chlordane .......................................................................... See foot-
note 5.
4,7-Methano-1H-indene, 1,2,4,5,6,7,8,8-octachloro-
2,3,3a,4,7,7a-hexahydro-
p-Chloroaniline .................................................................. 106–47–8 Benzenamine, 4-chloro-
Chlorobenzene .................................................................. 108–90–7 Benzene, chloro-
Chlorobenzilate .................................................................. 510–15–6 Benzeneacetic acid, 4-chloro-
-(4-chlorophenyl)-
-hydroxy-, ethyl ester.
p-Chloro-m-cresol; 4-Chloro-3-methylphenol .................... 59–50–7 ... Phenol, 4-chloro-3-methyl-
Chloroethane; Ethyl chloride ............................................. 75–00–3 ... Ethane, chloro-
Chloroform; Trichloromethane ........................................... 67–66–3 ... Methane, trichloro-
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Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Operations Plan Appendix C – Leachate Discharge Letter

C
Appendix C – Leachate
Discharge Letter

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Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Operations Plan Appendix D – MSE Wall Inspection Form

D
Appendix D – MSE Wall
Inspection Form

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HANES MILL ROAD LANDFILL MSE WALL INSPECTION FORM

1. GENERAL INFORMATION
INSPECTOR
NAME
DATE &
TIME
WEATHER PREVIOUS INSPECTION DATE
PURPOSE OF THE INSPECTION

OBSERVED NOT OBSERVED NEEDS ATTENTION NOT APPLICABLE II. MSE WALL
1. Signs of Movement (displacement, bulging, subsidence)
2. Longitudinal or Transverse Cracks along top of Wall (note locations, depth, length, width, and exposure of geosynthetic reinforcement

3. Washouts or Erosion Adjacent to the Locations where Slope Drains Discharge to the Perimeter Channel
4. Settlement around the Drop inlet/Catch Basin in the Perimeter Channel due to Downdrag Force
5. Signs of Vandalism or Burrowing Animals on the Wall Face
6. Signs of Trash, Obstructions, Erosion or Staining at the Energy Dissipaters Located at the Discharge End of the Drop Inlets
7. Undermining of Wall
8. Ponding of Water at Base or Top of Wall
OBSERVED NOT OBSERVED NEEDS ATTENTION NOT APPLICABLE 9. Seeps from Wall Facing
10. Signs of Stormwater Overflow
11. Adequate, Non-Stressed Vegetation on Wall
12. Trees and Shrubs Growing on Wall Facing
13. Loss of Soil From Wall Facing in Vicinity of Pipe Penetrations
14. Access Road at Top of Wall in Poor Condition
15. Geomembrane Liner within Perimeter Channel Damaged
16. Obstructions within Perimeter Channel, Drop Inlets, or Stormwater Pipes
III. COMMENTS: (Reference Item #)

NOTE ANY ITEM(S) NEEDING IMMEDIATE ATTENTION

HDR Engineering, Inc. of the Carolinas 301 N Main Street, Suite 2030 Winston-Salem, NC 27101-3836
336.955.8250 NC License F0116
hdrinc.com
© 20202019 HDR, Inc., all rights reserved
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Permit Amendment E – Water Quality Monitoring Plan

E
E – Water Quality Monitoring
Plan

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Permit Amendment E – Water Quality Monitoring Plan

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Water Quality
Monitoring Plan
Hanes Mill Road Landfill
Winston-Salem/Forsyth County Utilities
Winston-Salem, North Carolina
December 2019

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Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Water Quality Monitoring Plan
Contents

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Contents
1 Background ....................................................................................................................... 3
2 Introduction ....................................................................................................................... 3
2.1 Geology and Hydrogeology ............................................................................................. 3
3 Water Quality Monitoring System ...................................................................................... 5
3.1 Sampling Locations .......................................................................................................... 5
3.2 Well Construction ............................................................................................................. 6
4 Monitoring Program ........................................................................................................... 7
4.1 Summary .......................................................................................................................... 7
4.2 Data Collection................................................................................................................. 7
4.3 Analytical Procedures ...................................................................................................... 8
5 Quality Assurance/Quality Control .................................................................................. 10
5.1 Field Quality Control Samples ....................................................................................... 10
5.2 Laboratory Quality Control Samples .............................................................................. 11
5.3 Equipment Calibration and Maintenance ....................................................................... 11
5.4 Data Tracking and Management .................................................................................... 12
5.5 Data Verification and Reporting ..................................................................................... 13
6 References ...................................................................................................................... 14

Tables
Table 1 Monitoring network well construction details .................................................................... 6
Table 2 Summary of monitoring sample locations and functions .................................................. 8
Table 3 Updated MNA monitoring parameters and methods ........................................................ 9
Table 4 Field equipment calibration summary ............................................................................ 12

Appendix
Appendix A – Boring Logs

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Contents

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Background

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1 Background
The purpose of this Water Quality Monitoring Plan (Plan) is to provide a program for the
collection and evaluation of groundwater, surface water and leachate samples of the Hanes Mill
Road Municipal Solid Waste Expansion Landfill (Landfill). The Landfill is located at the
intersection of US Highway 52, Hanes Mill Road, and Ziglar Road, and is owned and operated
by the Winston-Salem/Forsyth County Utilities under North Carolina Permit No. 34-02. The total
site consists of two units (Unit 1 and Unit 2). Unit 1 is closed and includes an unlined portion
and a Subtitle D lined portion (aka the “piggyback”); see Sheet 00D-05, Compliance Well
Locations, of the Facility Plan Drawings. Unit 1 ceased receiving waste in August 2005 and the
Commission is now disposing of waste in the Western Landfill Expansion (Unit 2). Only the
Expansion Landfill is addressed in this Plan.
Included within this Plan is the proposed MSE wall landfill expansion which will result in a
relatively minor increase in the lined area of Unit 2. Construction of the MSE wall landfill
expansion will have very little impact to the existing Plan as described within this document.
This plan was prepared in general accordance with North Carolina Solid Waste Management
Rules (15A NCAC 13B, Sections .1630 through .1637). It is expected that the monitoring plan
will be adjusted periodically in order to address physical changes of the landfill, evaluate the
efficacy of monitoring, and accommodate changes in the groundwater.
2 Introduction
This program is intended to detect the release of monitored constituents to the uppermost
aquifer in a timely manner, so as to be protective of public health and the environment. This
program evaluates samples from groundwater wells installed in the uppermost aquifer, as well
as surface water, and leachate from the leachate collection system.
The Commission conducts routine detection groundwater monitoring (Appendix I constituent list,
per Rule 15A NCAC 13B .1633) for the Expansion Landfill; exceedances are compared with
North Carolina Quality Standards (15A NCAC 2L, .0202). Two surface water locations are used
to monitor the active facility for potential offsite surface water impacts. A composite leachate
sample is also collected from the leachate holding tanks and analyzed.
2.1 Geology and Hydrogeology
The Landfill is located in the southern Piedmont physiographic province of North Carolina
(NCDEHNR 1998). The physiography of the Piedmont is characterized by gentle to rough
sloping terrain that becomes increasingly sloped closer to the mountains and is dissected by a
well-developed drainage system. The topography is developed on deeply weathered, belted
metamorphic and igneous rocks that generally date from late Precambrian to Paleozoic Era.
2.1.1 Site Geology
According to the geologic map of the east half of the Winston-Salem Quadrangle, North
Carolina-Virginia, (Espenshade et. al., 1975), the geologic units identified at or adjacent to the
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Water Quality Monitoring Plan
Introduction

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Landfill include the following: Cag-Ashe Formation, Caa-Ashe Formation, and Charlotte Belt
rocks.
Field checks of the local geology confirm that nearly all of the Landfill property is underlain by
typical Ashe Formation lithologies. The lithologic protoliths include turbidite facies (the bulk of
the formation) and basalt flows (the amphibolite facies). The Ashe Formation is estimated to be
12 to 15 kilometers in thickness (Rankin, 1970).
According to the soil survey of Forsyth County, North Carolina, prepared by the United States
Department of Agriculture (USDA) Soil Conservation Service (SCS) (1976), the surficial soils at
the Landfill belong to the Pacolet-Cecil Association. These soils are characteristic of Piedmont
uplands where well-drained soils with a loamy surface layer and a clayey subsoil layer are found
predominantly on gently sloping to sloping land. The Landfill is dominated by three main soil
series which include the Hiwassee series, the Pacolet series, and the Madison series. A fourth
series (Chewacla series), found outside of the footprint of the landfill unit(s), is present along the
floodplain of Grassy Creek.
2.1.2 Site Hydrogeology
Golder Associates NC, Inc. (Golder) currently implements the groundwater monitoring plan at
the Landfill. According to the most recent First Semi-Annual 2019 Sampling Event Report (June
2019), the uppermost groundwater beneath the facility is present in a shallow, unconfined
aquifer comprised of partially weathered, fractured, metamorphic intrusive rock. Groundwater
occurs at depths ranging from approximately 3 to 62 feet below grade. As presented in the June
2019 Report, the groundwater flow in the uppermost aquifer beneath the active landfill is semi-
radial, flowing primarily east toward Grassy Creek, but also north and south to tributaries of
Grassy Creek. Groundwater flow directions are generally consistent with historical gauging
events (Golder 2019).
The estimated rate of groundwater flow for the uppermost aquifer beneath the facility was
calculated for recent average hydraulic gradients to be approximately 0.04foot/foot. The
hydraulic gradient calculations are consistent with values from previous reports (Golder 2019).
Using the above values, the average estimated linear groundwater flow velocity under the active
landfill is approximately 115 feet/year (Golder 2019). The range of groundwater flow is expected
to vary depending on the hydrogeologic unit in which it occurs. The linear velocity equation
above makes the simplified assumptions of a homogeneous and isotropic aquifer. This equation
represents a likely average value for the uppermost aquifer and does not account for
heterogeneous and/or anisotropic conditions that may be present in the uppermost aquifer at
the facility (Golder 2019).
2.1.3 Surface Water
The main surface water drainage features of the western landfill expansion area is the Grassy
Creek North Branch Creek (NBC) and Grassy Creek itself. Surface water drainage from the
Landfill is controlled through a series of ditches and sediment basins.
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Water Quality Monitoring Plan
Water Quality Monitoring System

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The 100-year floodplain of Grassy Creek is located to the East of the western landfill expansion
at a topographic elevation between 800 and 805 feet msl.
3 Water Quality Monitoring System
Water quality at Unit 2 of the Landfill is currently being monitored in accordance with the
previously submitted 2010 Expansion Area Construction Permit Application’s Water Quality
Monitoring Plan (HDR 2010), approved between the City of Winston-Salem (City) and the
NCDENR. This updated WQMP replaced the Landfill wide monitoring plan upon its approval
and better establishes sampling and analysis specifically for the western landfill expansion.
3.1 Sampling Locations
There are currently 13 groundwater sample locations, two surface water sample locations and
one leachate sampling location. Construction of the proposed Phase A MSE wall landfill
expansion will not require any modifications to the current monitoring system as construction of
the wall will not require relocation of any of the monitoring wells and the existing network is
capable of monitoring groundwater within the limited lateral expansion of the Phase 1 lined
area.
Construction of future Phase 3 of the landfill and the Phase B MSE wall will require expansion of
the groundwater monitoring network into this area. The revisions to the monitoring network will
be addressed within a future Permit to Construct application.
The existing sampling locations include the following:
3.1.1 Background Well
The background well, MW-1RR, is hydraulically "upgradient" of the units and is located near the
scalehouse (See Sheet 00D-05, Compliance Well Locations, of the Facility Plan Drawings).
Historical and current water table elevation data indicates this well is consistently in an
upgradient position. As discussed in detail as part of the Phase 2 Design Hydrogeologic Report
(Klingman 2010), the uppermost aquifer at the Landfill is the saprolite derived from weathering
of Ashe Formation rocks. The background well is completed in this uppermost aquifer, with a
well screen that spans the water table, per NCDEQ.
3.1.2 Groundwater Monitoring Wells
The groundwater monitoring network for the western landfill expansion cells previously included
background well MW-1RR, one upgradient compliance monitoring well MW-12, and a total of
ten side gradient or downgradient wells (MW-13, MW-14, MW-15, MW-16, MW-17, MW-18,
MW-19, MW-20, MW-21 and MW-22). An additional background well, MW-24, was installed in
November 2018 to collect additional analytical data over a two-year period to evaluate
background concentrations of inorganic constituents at the active Subtitle D landfill (Golder
2019). See Sheet 00D-05, Compliance Well Locations, of the Facility Plan Drawings.
3.1.3 Surface Water Monitoring Points
Two surface water sample locations (SW-1, and SW-2) were selected to monitor the quality of
surface water on the Landfill property (See Sheet 00D-05, Compliance Well Locations, of the
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Water Quality Monitoring System

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Facility Plan Drawings). SW-1 and SW-2 are located along Grassy Creek. Surface water
samples representing background water quality along the northern side of the Landfill will be
sampled from the upstream end of Grassy Creek at SW-1. Likewise, a downstream surface
water sample, SW-2, will be collected near the south end of the landfill
3.1.4 Leachate Sampling Location
One leachate sample will be collected from the tanks. Leachate from both Units is combined in
this location before being released to the sewer line leading to the local treatment plant. The
leachate sample will be analyzed for BOD, COD, temperature, conductivity, phosphate, pH,
ammonia, Total Suspended Solids, sulfates, nitrates, mercury and Appendix I parameters.
Leachate samples will be collected for analysis to determine the concentrations of constituents
released from the waste. This analysis can be compared to Groundwater samples to assist with
the source determination for detected constituents at those wells.
3.2 Well Construction
Wells were installed with a screened interval of Schedule 40 PVC well screen with a 0.01-inch
slotted opening. The construction of the groundwater monitoring wells is in general accordance
with the North Carolina Well Construction Standards. Table 1 presents groundwater monitor
well construction details. A schematic showing well-specific construction details for each well is
provided in Appendix A of this Plan.
Table 1 Monitoring network well construction details
Well Construction
date
Well
diameter
(in)
Top of
casing Well
depth
Screened
interval
March 2019
water levels Geology of
screened
interval (FT MSL) (FT BLS) Depth
TOC FT MSL
MW-
1RR 5/31/2001 2 896.82 60.0 45.0 - 60.0 40.39 856.43 Bedrock
MW-
12 7/22/2002 2 939.05 82.0 67.0 - 82.0 58.99 880.06 Bedrock
MW-
13 7/24/2002 2 820.41 32.0 17.0 - 32.0 18.58 801.83 Saprolite
MW-
14 7/22/2002 2 814.53 29.0 14.0 - 29.0 17.92 796.61 Saprolite
MW-
15 7/23/2002 2 803.32 22.0 5.0 - 20.0 7.41 795.91 Saprolite
MW-
16 7/22/2002 2 798.58 20.0 5.0 - 20.0 4.95 793.63 Saprolite
MW-
17 7/23/2002 2 801.18 20.0 5.0 - 20.0 3.47 797.71 Saprolite
MW-
18 7/23/2002 2 808.5 19.0 4.0 - 19.0 7.49 801.03 Saprolite/PWR
MW-
19 7/23/2002 2 811.35 20.0 5.0 - 20.0 6.18 805.17 Saprolite
MW-
20 1/12/2009 2 831.91 25.0 15.0 - 25.0 10.39 821.52 Saprolite
MW-
21 1/20/2009 2 890.40 56.0 46.0 - 56.0 42.84 847.56 PWR
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Water Quality Monitoring Plan
Monitoring Program

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Well Construction
date
Well
diameter
(in)
Top of
casing Well
depth
Screened
interval
March 2019
water levels Geology of
screened
interval (FT MSL) (FT BLS) Depth
TOC FT MSL
MW-
22 1/13/2009 2 815.70 28.0 18.0 - 28.0 12.42 803.28 Saprolite
MW-
24 11/27/2018 2 829.19 15.0 5.0 - 15.0 3.60 825.59 Saprolite

4 Monitoring Program
The water quality monitoring program for the western landfill expansion includes detection wells,
two surface water sampling locations and one leachate collection point. The monitoring plan has
been updated in accordance with the NCDEQ comments of February 21, 2017. The Plan
includes: sample frequency, sample collection, preservation shipment, analytical procedures,
chain of custody control, quality assurance and quality control. These components are designed
to ensure monitoring results that provide an accurate representation of water quality at the
western landfill expansion through effective detection monitoring.
4.1 Summary
Based on the extent of the property owned by the Commission, the rate at which groundwater
flows, and the stable nature of the groundwater impacts, data gathered from these locations will
adequately monitor the facility and track the status of groundwater movement. The physical
location of each sampling site is identified on Sheet 00D-05, Compliance Well Locations, of the
Facility Plan Drawings. Table 2 summarizes the location, sampling type, parameters, and basic
monitoring function for each of the sampling locations included in this Plan.
4.2 Data Collection
A brief description of the sampling frequency, monitoring functions, and types of data that will be
collected and analyzed during the performance of this Plan is provided in this section.
4.2.1 Analytical Parameters and Frequency
The analytical parameters listed in Appendix I will be used for groundwater at the compliance
detection wells, surface water, and leachate samples associated with the western landfill
expansion including the Phase A MSE wall landfill expansion. They will be sampled
semiannually.
4.2.2 Groundwater Level Measurements
During each required water quality sampling event, static groundwater levels (and total well
depth) will be obtained from the proposed groundwater compliance monitoring wells
immediately prior to purging. An electronic water level meter capable of measuring differences
in water levels of 0.01 feet will be used to obtain these measurements.
All measurements will be obtained from a reference point at the top of each PVC well casing
which has an elevation established by a North Carolina registered land surveyor. The horizontal
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Monitoring Program

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position of each well will be established using North Carolina State Plane Coordinates. These
data will be used to calculate the volume of standing water in each well and will provide
information concerning well integrity (e.g.: identify the presence of excessive siltation and casing
breaches). All measuring equipment will be decontaminated before use at each well as
established by Environmental Protection Agency (EPA) standards (US EPA 1996, 2013)
Table 2 Summary of monitoring sample locations and functions
Sample ID
Sample type
Parameters
analyzed Monitoring function
Appendix I Groundwater Surface
water Leachate Background
data Detection
MW-1RR X X X
MW-12 X X X
MW-13 X X X
MW-14 X X X
MW-15 X X X
MW-16 X X X
MW-17 X X X
MW-18 X X X
MW-19 X X X
MW-20 X X X
MW-21 X X X
MW-22 X X X
MW-24 X X X
SW-1 X X X
SW-2 X X X
Leachate Tank X X1
(1) Additional leachate parameters include BOD, COD, nitrate, sulfate, phosphate, TSS, ammonia and mercury.
4.3 Analytical Procedures
4.3.1 Test Parameters and Methods
Low-flow purging and sampling techniques are the preferred methodology for purging and
sampling monitoring wells. Dedicated pumps will be utilized where available, otherwise
decontaminated peristaltic or bladder pumps will be utilized. The pump will be positioned within
the screened interval and will be pumped at such a rate that minimal drawdown will occur in the
well. This rate is usually between 100 and 500 milliliters per minute (ml/min) for this site.

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Water Quality Monitoring Plan
Monitoring Program

9
Table 3 Updated MNA monitoring parameters and methods
Parameter Method or equipment used Monitoring frequency
Field parameter measurements
Temperature Water quality meter Semiannual
pH Water quality meter Semiannual
Specific conductance Water quality meter Semiannual
Oxidation reduction potential (ORP) Water quality meter Semiannual
Dissolved oxygen (DO) Downhole or flow through cell meter Semiannual
Turbidity turbidity meter Semiannual
Water elevation Electronic water level indicator Semiannual
Laboratory Analysis
Appendix I VOCs EPA Method 8260 Semiannual
Appendix I metals EPA Method(s) 6010D/6020B/7470A Semiannual
Nitrate-N EPA 352.1/353.2/353.3 Semiannual
Sulfate EPA 375.4/375.2/300.0 Semiannual

Once drawdown has stabilized, a flow through cell will be connected to the water discharge
outlet to record field measurements (pH, temperature, specific conductance, dissolved oxygen
(DO), salinity, and oxidation reduction potential (ORP)) to determine when a representative
sample can be collected. These measurements will be obtained from a field-calibrated
instrument in accordance with the manufacturer’s specifications and industry standards. The
meter will log the geochemical changes of the purge water and signal when they become
stabilized. Well purging efforts will continue until the following stabilized conditions occur: pH
±0.2 units, DO ±0.2 mg/l (or ± 20%, whichever is greater), specific conductance ±5%, ORP ±10
millivolts (please note measuring ORP is optional and is not required). At that time, the flow cell
will be disconnected allowing the water quality samples to be collected directly from the
discharge tube under low-flow conditions (<100 ml/min).
Field measured parameters include pH, specific conductivity, temperature, dissolved oxygen
(DO), and oxidation reduction potential (ORP) which serve as indicators of natural chemical
processes, as well as indicators of general water quality.
4.3.2 Sample Preservation and Shipment
All samples will be collected using the containers, preservatives, and holding times appropriate
for each respective parameter being analyzed. The proper chain of custody and sample blank
(trip blank and equipment blank) procedures will also be followed accordingly. In addition to
providing evidence of attenuation, data (groundwater elevation measurements) will be collected
to determine the direction and rate of any potential contaminant migration. All samples will be
analyzed for the targeted parameters by a laboratory certified by the State of North Carolina.
Surface water samples will be collected according to the “Environmental Investigations
Standard Operating Procedures and Quality Assurance Manual”, (May 1996, Sections 5 and
10). Samples will be collected directly into the sample containers facing upstream, at mid-depth,
at the center of the channel (except VOCs). Surface water samples for VOC analysis will be
collected using decontaminated glass lab containers and transferred to 40 ml vials leaving no
headspace. Care will be taken not to disturb the bottom sediment and not to displace the
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Water Quality Monitoring Plan
Quality Assurance/Quality Control

10
preservative from a pre-preserved sample container. The area of the surface water samples will
be selected according to the location of the greatest degree of cross-sectional homogeneity. If
available, the surface water sample locations will be selected immediately downstream of riffle
areas to ensure good vertical mixing. Tributaries will be sampled as near to the mouth as
feasible. Temperature, pH, turbidity, and conductivity will be measured at each surface water
sample location. Surface water samples will only be collected if flowing water is noted at the
time of sampling (i.e. not stagnant water).
4.3.3 Groundwater Direction and Flow Measurements
Groundwater elevations will be calculated for each monitoring well using surveyed top-of-casing
elevations prepared by a North Carolina registered land surveyor. Calculated potentiometric
surface elevations for each sampling event will be placed on a scaled base map of the facility
beside each respective monitoring point and contoured to produce a water table potentiometric
surface map depicting potential groundwater flow direction(s) across the site.
In addition, the estimated groundwater flow velocity will be calculated for each water quality
sampling event. Using the static water table potentiometric data, effective porosities, hydraulic
conductivity determined from slug tests, and the calculated hydraulic gradients for the
respective sampling event, an estimated seepage (pore water) velocity will be calculated to
continue to assess the potential for the migration of the low concentrations of VOCs.
4.3.4 Reporting
The data from each semiannual sampling event will be evaluated and reported to the NCDEQ
along with the regular semiannual groundwater reports.
5 Quality Assurance/Quality Control
This information includes definitions and generic goals for data quality and required types and
quantities of QA/QC samples. The procedures address: field documentation; sample handling,
custody, and shipping; instrument calibration and maintenance; auditing; data reduction,
validation, and reporting; corrective action requirements; and QC reporting specific to the
analysis performed by the North Carolina Department of Environmental Quality-approved
laboratory.
5.1 Field Quality Control Samples
These samples, also known as blanks, are not included specifically as laboratory QC samples
but are analyzed when submitted to provide quality control data, relative to the field sampling
and sample management procedures. Data for these QC samples are reported with associated
samples. Field QA/QC samples will be analyzed for the same constituents as groundwater
samples (Table 3).
5.1.1 Trip Blanks
Trip blanks are a clean sample of analyte-free water provided by the lab that is taken from the
laboratory to the sampling site and transported back to the laboratory without having been
exposed to sampling procedures; typically, analyzed only for volatile compounds. The purpose
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Water Quality Monitoring Plan
Quality Assurance/Quality Control

11
is to assess contamination introduced during shipping and field handling procedures. One trip
blank will be included in each cooler containing volatiles per sampling day.
5.1.2 Field Blank
Field blanks are prepared in the field to evaluate the potential for contamination of a sample by
site contaminants from a source not associated with the sample collected (examples include:
dust or organic vapors). Analyte-free water provided by the lab will be brought to the field by the
sampling crew and transferred to the proper sample container for shipment along with the other
samples collected. One field blank sample will be collected per sampling event.
All field QC samples will be analyzed for the same constituents as groundwater samples (listed
in Table 3), unless otherwise noted.
5.2 Laboratory Quality Control Samples
Groundwater and field QC samples will be analyzed by a North Carolina certified laboratory.
Primarily, Environmental Conservation Laboratories (ENCO) and/or Pace Analytical (Pace) will
provide analytical services, possibly supported by one or more certified vendor laboratories. At a
minimum, laboratory quality control will include analysis of method blank samples and
laboratory control samples.
5.2.1 Method Blank
The method blank is used to evaluate laboratory contamination in the preparation and analytical
steps. The method blank is usually a sample of laboratory reagent water, processed through the
same analytical procedures as the sample (i.e., digested, extracted, and distilled). One method
blank is prepared and analyzed with each analytical batch and no more than 20 samples.
Method blanks are not applicable for pH or conductivity.
5.2.2 Laboratory Control Samples
The laboratory control samples (LCS) are used to evaluate the performance of the preparation
and analysis steps in the laboratory. The analyte recovery from each is used to monitor
analytical accuracy and precision. The LCS is evaluated against the laboratory-derived
acceptance criteria. Any compound outside these limits is deemed “out of control” and must be
qualified appropriately, or re-analyzed. The LCS consists of a standard matrix known to be free
of the analytes of interest, which is then spiked with known concentrations of the target
analytes.
5.3 Equipment Calibration and Maintenance
5.3.1 Field Equipment Calibration
Procedures and frequencies for calibration of field equipment and their associated quality
control objectives are found below in Table 4.

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Water Quality Monitoring Plan
Quality Assurance/Quality Control

12
Table 4 Field equipment calibration summary
Equipment type Frequency of
calibration
check
Calibration standard Precision(a) Accuracy
pH, conductivity, ORP,
dissolved oxygen and
temperature meter
(YSI or equivalent
instrument)
Daily (Pre- field
activities)
pH - Commercially
prepared pH buffer
solutions (4.0, 7.0, 10.0
standard units)

+/- 1 pH
Standard Unit

+/- 1 pH
Standard
Unit

Specific conductivity -
Commercially prepared
conductivity standard
(1,409 µmhos/cm)

+/- 1
µmhos/cm

+/- 5%
(standard)

ORP - Commercially
prepared ORP standard
(220 mV)

NA

NA

Dissolved oxygen -
Saturation (mg/L)

+/- 0.02 mg/L

+/- 5%

Turbidity meter
(turbidometer or
equivalent instrument)
Daily (pre- field
activities)
10 NTU, 100 NTU, 1000
NTU
+/-1.0 NTU +/- 2%
standard
Water level meter
(Heron Dipper T or
equivalent instrument)
Factory
calibrated, does
not require field
calibration
0.1-ft graduated engineer’s
tape
+/- 0.1 ft +/- 0.01 ft
1) (a) Precision units presented in applicable significant figures
2) All equipment will be calibrated per manufacturer's specifications
3) ft - foot
4) µmhos/cm - micromhos per centimeter
5) NTU - Nephelometric turbidity unit
6) °C - degrees Celsius
7) mV - millivolt
8) mg/L - milligrams per liter
5.3.2 Laboratory Equipment Calibration
Written procedures are used for all instruments and equipment subject to calibration. Whenever
possible, recognized procedures, such as those published by ASTM International or USEPA, or
procedures provided by manufacturers, are adopted. If established procedures are not
available, a procedure is developed considering the type of equipment, stability characteristics
of the equipment, required accuracy, and the effect of operational error on the quantities
measured.
5.4 Data Tracking and Management
During field activities, field log books and field data sheets will be maintained by site personnel
and the field/sampling crew. The field log books and field data sheets document site activities,
sample locations, notes from sampling crew, equipment calibration data, and any pertinent
observations made during well development and sampling activities. It is the responsibility of the
Owner’s designee to ensure information/data is being properly documented.
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Water Quality Monitoring Plan
Quality Assurance/Quality Control

13
5.5 Data Verification and Reporting
5.5.1 Data Verification
Data verification refers to the process of evaluating a data set for completeness – that data
requested from the laboratory has been received and complies with specified requirements. All
project decisions, conclusions, and recommendations will be based upon verified (and
validated) data. The purpose of data verification is to insure that all data used for subsequent
evaluations and calculations are scientifically valid, of known and documented quality, and
legally defensible.
5.5.2 Data Validation
Data validation describes an analyte and sample specific process of evaluating that a data set
meets method, procedure and contract requirements. Analytical results and qualifiers will be
assessed using professional judgment to determine the final quality and usability of the data.
ENCO and Pace perform this data validation process but the Owner’s designee much provide
an independent review as well.
Examples of data validation qualifiers include:
U The analyte was analyzed for, but was not detected to, the method detection limit, and
was not quantifiable to the reporting limit.
J The result is an estimated quantity. The associated numerical value is the approximate
concentration of the analyte in the sample.
J+ The result is an estimated quantity, but the result may be biased high
J- The result is an estimated quantity, but the result may be biased low.
UJ The analyte was not detected; however, the result is estimated due to discrepancies in
meeting certain analyte-specific quality control criteria.
R The data is unusable. The sample results are rejected due to serious deficiencies in
meeting QC criteria. The analyte may or may not be present in the sample.

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Water Quality Monitoring Plan
References

14
6 References
Espenshade, G., 1975, “Geologic map of the East Half of the Winston-Salem Quadrangle, North
Carolina-Virginia”, USGS Miscellaneous Investigations Series, Map I-709-B.

Golder Associates NC, Inc., 2019, “First Semi-Annual 2019 Water Quality Monitoring Event”,
Golder Associates NC, Inc., Greensboro, North Carolina

HDR Engineering, Inc. of the Carolinas, 2010 “Winston Salem Expansion Landfill Phase II
Construction Permit Application”, HDR Engineering Inc., Charlotte, North Carolina

Klingman, R., 2010, “Design Hydrogeological Report Proposed Lined Subtitle D Municipal Solid
Waste Landfill Hanes Mill Road Landfill – Phase 2 Expansion”, Buxton Environmental,
Inc., Charlotte, North Carolina

North Carolina Dept. of Environment, Health, and Natural Resources (NCDEHNR), Division of
Land Resources, NC Geological Survey, in cooperation with the NC Center for
Geographic Information and Analysis, 1998, “Geology - North Carolina Map”, United
States Geological Service

Rankin, D.W., 1970, “The Blue Ridge and the Reading Prong: stratigraphy and structure of
Precambrian rocks in northwestern North Carolina”, Wiley-Interscience,

United States Department of Agriculture, 1976, “Soil Summary of Forsyth County”, Soil
Conservation Service, Washington, D.C.

United States Environmental Protection Agency (US EPA), May, 1996, “Environmental
Investigations and Standard Operating Procedures and Quality Assurance Manual”, U.S.
Environmental Protection Agency, Region 4, Athens, Georgia

United States Environmental Protection Agency (US EPA), 2013, “Groundwater Sampling
Operating Procedure”, SESDPROC-301-R3, Science and Ecosystem Support Division,
Region 4, Athens, Georgia

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Water Quality Monitoring Plan
Appendix A – Boring Logs

A
Appendix A – Boring Logs

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Water Quality Monitoring Plan
Appendix A – Boring Logs

This page intentionally left blank.

Hanes Mill Road MSW Landfill
Groundwater and Surface Water Monitoring Wells
Compliance Well/Surface
Water Sampling
Type of Monitoring Associated Landfill Phase/Cell1
MW-1RR Corrective Action Inactive Lined Landfill/Active Landfill2
MW-6 Assessment Inactive Lined Landfill
MW-6D Assessment Inactive Lined Landfill
MW-7 Assessment Inactive Lined Landfill
MW-8 Assessment Inactive Lined Landfill
MW-9 Assessment Inactive Lined Landfill
MW-11 Assessment Inactive Lined Landfill
NBC-1 Detection Inactive Lined Landfill
NBC-2 Detection Inactive Lined Landfill
SW-3 Detection Inactive Lined Landfill
SW-4 Detection Inactive Lined Landfill
OW-3 Corrective Action Inactive Unlined Landfill
OW-4 Corrective Action Inactive Unlined Landfill
OW-6 Corrective Action Inactive Unlined Landfill
OW-7DA Corrective Action Inactive Unlined Landfill
OW-10D Corrective Action Inactive Unlined Landfill
OW-11 Corrective Action Inactive Unlined Landfill
OW-12 Corrective Action Inactive Unlined Landfill
OW-13D Corrective Action Inactive Unlined Landfill
OW-14D Corrective Action Inactive Unlined Landfill
OW-17D Corrective Action Inactive Unlined Landfill
MW-12 Detection Active Landfill
MW-13 Detection Active Landfill
MW-14 Detection Active Landfill
MW-15 Detection Active Landfill
MW-16 Detection Active Landfill
MW-17 Detection Active Landfill
MW-18 Detection Active Landfill

Hanes Mill Road MSW Landfill
Groundwater and Surface Water Monitoring Wells
Compliance Well/Surface
Water Sampling
Type of Monitoring Associated Landfill Phase/Cell1
MW-19 Detection Active Landfill
SW-5 Detection Active Landfill
SW-6 Detection Active Landfill
MW-20 Detection Active Landfill
MW-21 Detection Active Landfill
MW-22 Detection Active Landfill
SW-1 Detection Active Landfill
SW-2 Detection Active Landfill
1 The Active Landfill is associated with Permit 3402-MSWLF-1997; the Inactive Lined Landfill and Inactive Unlined
Landfill are associated with Permit 3402-MSWLF-1976. 2 MW-1RR is also background well for the Active Landfill.

Table 4
Hanes Mill Road MSW Landfill
Groundwater and Surface Water Monitoring
Compliance Well/Surface Water Sampling Type of Monitoring Associated Landfill Phase/Cell1
MW-1RR Corrective Action Inactive Lined Landfill/Active Landfill2
MW-6 Assessment Inactive Lined Landfill
MW-6D Assessment Inactive Lined Landfill
MW-7 Assessment Inactive Lined Landfill
MW-8 Assessment Inactive Lined Landfill
MW-9 Assessment Inactive Lined Landfill
MW-11 Assessment Inactive Lined Landfill
NBC-1 Detection Inactive Lined Landfill
NBC-2 Detection Inactive Lined Landfill
SW-3 Detection Inactive Lined Landfill
SW-4 Detection Inactive Lined Landfill
OW-3 Corrective Action Inactive Unlined Landfill
OW-4 Corrective Action Inactive Unlined Landfill
OW-6 Corrective Action Inactive Unlined Landfill
OW-7DA Corrective Action Inactive Unlined Landfill
OW-10D Corrective Action Inactive Unlined Landfill
OW-11 Corrective Action Inactive Unlined Landfill
OW-12 Corrective Action Inactive Unlined Landfill
OW-13D Corrective Action Inactive Unlined Landfill
OW-14D Corrective Action Inactive Unlined Landfill
OW-17D Corrective Action Inactive Unlined Landfill
MW-12 Detection Active Landfill
MW-13 Detection Active Landfill
MW-14 Detection Active Landfill
MW-15 Detection Active Landfill
MW-16 Detection Active Landfill
MW-17 Detection Active Landfill
MW-18 Detection Active Landfill
MW-19 Detection Active Landfill

Hanes Mill Road MSW Landfill
Groundwater and Surface Water Monitoring
Compliance Well/Surface Water Sampling Type of Monitoring Associated Landfill Phase/Cell
SW-5 Detection Active Landfill
SW-6 Detection Active Landfill
MW-20 Detection Active Landfill
MW-21 Detection Active Landfill
MW-22 Detection Active Landfill
SW-1 Detection Active Landfill
SW-2 Detection Active Landfill
1 The Active Landfill is associated with Permit 3402-MSWLF-1997; the Inactive Lined Landfill and Inactive Unlined Landfill are associated with Permit 3402-MSWLF-1976.
2 MW-1RR is also background well for the Active Landfill.

Symbol Legend
USCS Symbols
ffiffi Ri $T."iî#l'' Graver'sand M¡lÍures'
Hililfi ffiy¿;'l u**rs' Grave'sand's'r
% 8..J fi ll,?å,o""ers' Graver-sand'
ISW-SPl Sands, Gravely Sands, L¡ttle
or No Fines [fl{Jfl||
rsM] s¡rty sands, sand-si* Mixrures %[fi9t cravev sanos' sand'crav
ililililil
[MLl Silts and Very Fine Sands, Silty or
Clayey Fine Sands, or Clayey Silts lCLl Clays, Gravely Clays, Sandy Clays,
Silty Clays [OLl Organic Silts and Silty Clays
lllllllllllll
rMH'!s'|s' Fnesandv'rs'ivs' s [CH] lnorganic Clap and Fat Clays [OHl Organic Clays and Silts
fPTt Peat, H¡ghly Organic Soils Competent Rock lncompelent Rock
Well Symbols
I I
nioe wim cement packins
NN
Pipe w¡th bentonite packing Screen w¡th sand packing
Ground Water Level 24 hours atter dr¡ll¡ng
Sample Type Symbols
il Splil Spoon 1 Auser n core
ltl Grab/Bu,k t sherbyrube No Recovery
Geologist Log: MW-í2
Project: Winston Salem Hanes Expansion
Client: Winston Salem
Location: Hanes Mill Road Landfill
Project No: 001 62-407-01 I
Ground Elevation: 936.80
Geologist: C. Randazzo
SUBSURFACE PROFILE SAMPLE
Shear Strength
blows/ft
20 40 60 80
(ú
(!o
(¡)
=
Remarks
-cooo
ı-oE
U>
Description
g
.9
(ú
c)
lrJ
Lo-oE)z
oo-
þ
U'3
-9c0
ào)
ooofr
-2-
-1
Ground Surface 937.3
Well Box and
Concrete Pad
,,|
2
3
4
11
14
15
16
1
1
17-
Vegetated topsoil U.U
s34.3
Portland Type I
Cement
:l
SILT
Brown, fine to coarse gra¡ned sandy, little clay,
micaceous, medium stiff, dry
Black, brown, gray, fine to medium grained
sandy, silty micaceous, loose, dry
ir,u
922.3
1 il 29 24"
2 il 17 2A',
'15.u
3 il 100 1z',
Drilled By: Engineering Tectonics
Drill Method: Augers / Air Rotary
Drill Date:712212002
Hole Size: 8"
Top of Casing: 939.05
Sheet: 1 of s
HDR Engineering, lnc. of lhe Corolinos.l28 S. Tryon Street
Sulte 1400
Chorlolte. NC 28æ2
Phone: (704)338ó70
Fox: (7@)338ó7ó0
www.hdr¡nc.com
Geologist Log: MW-{2
Project: Winston Salem Hanes Expansion
Client: Winston Salem
Location: Hanes Mill Road Landfill
Project No: 00162-407-01 I
G round Elevation : 936.80
Geologist: C. Randazzo
SUBSURFACE PROFILE SAMPLE
Shear Strength
blows/ft
20 40 60 80
(g(!o
o
=
Remarks
o-oo
o-oE
Ø
Description
c.9
(ú
o
l'JJ
o-o
EJz
oo-
F-
U>
=o
co
bo
o()ofE
Brown, tan, gray, fine grained sandy, slightly
micaceous, loose, dry
Reddish brown, tan, black, little fine to medium
grained sand, loose, dry
917,3
Portland Type I
Cement
¿v.v
907.3
4 il 33 24"
5
tl
36 24"
30.0
6 il 14 24',
7 il 17 24',
Drilled By: Engineering Tectonics
Drill Method: Augers / Air Rotary
Drill Date:712212002
Hole Size:8"
Top of Casing: 939.05
Sheet: 2 of 5
HDR Engineerlng, lnc. of lhe Corollnos
128 S. Tryon Sheet
Sutte l¿100
Chorlolte. NC 28202
Phone: (704)338ó700
Fox: (7&t)338ó7ó0
www.hdrlnc.com
Geologist Log: MW-12
Project: Winston Salem Hanes Expansion
Client: Winston Salem
Location: Hanes Mill Road Landfill
Project No; 001 62-407-01 I
Ground Elevation: 936.80
Geologist: C. Randazzo
SUBSURFACE PROFILE SAMPLE
Shear Strength
blows/ft20 40 60 80
(ı
(ıo
o3
Remarks
ooo
o.o
E
U)
Description
c
.9
(ú
-glrJ
o.o
E:tz
oo
t-
U)3o
!0
ào
o()(¡)
fE
f
38-..1't))39-ll..t
-.t40-:o'ti
ori
ot=
*=:
oul
ou:
47:
48:
:ot:
uor
51:
:
52
53-
54
55-
56-
57-
Light brown, white, black, fine to medium
grained sandy, slightly micaceous, loosê, dry
Reddish brown, tan, white, fine to medium
grained sandy, slightly micaceous, loose, dry
8q7 3
Portland Type I
Cement
40.0
892.3
I
tl
26 24"
¿+c.u
887.3
I
tl
30 24',
il;!
SA,VD
Reddish brown, tan, while, silty, fine lo
medium gra¡ned, slightly micaceous, loose dry
þu.u
482.3
10 il 100 4',
snr
White, black, tan, fine to coarse grained sandy,
micaceous, few pebbles, loose, dry (PWR)
55.U
11
lt
100 6'
Drilled By: Engineering Tecton¡cs
Drill Melhod: Augers / Air Rotary
Drill Date:712212002
Hole Size: 8"
Top of Casing: 939.05
Sheet: 3 of s
HDR Englneerlng, lnc, of lhe Corollnos
128 S. Tryon Street
Suite'ì4@
Chorlofle. NC 28202
Phone: (704)338ó7æ
For (704)338ó7ó0
www.hdrinc,com
Geologist Log: MW-12
Project: Winston Salem Hanes Expansion
Client: Winston Salem
Location: Hanes Mill Road Landfill
Project No; 001 62-407-01 I
G round Elevation: 936.80
Geologist: C. Randazzo
SUBSURFACE PROFILE SAMPLE
Shear Strength
blows/ft20 40 60 80
(ú
(úo
o3
Remarks
-co-oo
ı-oE
U)
Description
c.o
(U
o
trJ
o-oE
=z
oo-
F-
Ø3o
co
ào
oC)ocf
70-
74-
75-
76-
77-
Hard drilling
878.3
3gı-
477.3
Bentonite Seal
#2 Silica Sand
Pack
SAND
White, gray, mottled black, silty, fine to coarse
grained, medium stiff, slightly moist
Auger Refusal on Granite?
OU,U
876.3-dr.f
875.3
12 il 100 o
iri
Air Rotary
Competent rock
o¿.v
871 .3
i!
ilj
iit¡'¿t Softer rock / seam
öei.5
868.3
d.'r'.¡ .,:t'Softer rock / seam ö9.0
867.3
70.0
Drilled By: Engineering Tectonics
Drill Method; Augers / Air Rotary
Drill Date:712212002
Hole Size:8"
Top of Casing: 939.05
Sheet: ¿ of s
HDR Engineerlng, lnc. of lhe Colollnos
ì28 S. Tryon Street
Suite 1400
Chorlotte. NC 28202
Phone: (704)338{700
Fox: (704)338ó7ó0
www.hdrinc.com
Geologist Log¡ MW-12
Project: Winston Salem Hanes Expansion
Client: Winston Salem
Location: Hanes Mill Road Landfill
Project No: 001 62-407 -01 I
Ground Elevation: 936.80
Geologist: C. Randazzo
SUBSURFACE PROFILE SAMPLE
Shear Strength
blows/ft
20 40 60 80
(ú
(úo
o3
Remarks
!
o.oo
ı-oE
U)
Description
c.o
(U
o
l,,rJ
o-oEaz
oo-
o
=oı
Þo
o()
o)cÍ.
78-
,n1.
tor
81:
855.3
95
96-
97-
End of Borehole óz.u
I
:
I
I
i
I
t--
I
I
Drilled By: Engineering Tectonics
Drill Method: Augers / A¡r Rotary
Drill Date:712212002
Hole Size: 8"
Top of Casing: 939.05
Sheet:5 of 5
HDR Englneerlng, lnc. ol lhe Corollnos
128 S. Tryon Stteet
Sulte 14@
Chorlotte, NC 28202
Phone:
Fox: (7ûl)338ó7ó0
www.hdrlnc.com
Geologist Log: MW-13
Project: Winston Salem Hanes Expansion
Client: Winston Salem
Location: Hanes Mill Road Landfill
Project No: 00162-407-01 8
Ground Elevation: 81 8.50
Geologist: C. Randazzo
SUBSURFACE PROFILE SAMPLE
Shear Strength
blows/ft20 40 60 80
(ú
Go
(¡)
3
Remarks
!o-oo
oo
E
Ø
Description
c.o
(U
o
LrJ
o-oE:'z
oo-
l-
U'3o
co
ào
oC)o(r
-2
-1
Ground Surface 819.0
Well Box anrj
Concrete Pad
1
2
31
4-
ur
6
7
B1
I
tor
,, .,
,ra,
tt:
t¿:
tur
tu,
n:
F¡II
Vegetated fill soil
u.u
816.0
_.1- ..-.. ì
Portland Type I
Cement
Bentonite Seal
SILT
Brown, clayey, some fine grained sand, stiff,
dry
Brown, lan, white, clayey, some fine grained
sand, loose, mo¡st
Same but no wh¡te
3.U
809.0
,|
il 23 24',
10.0
804.0
2 il 13 24"
'r 5.u
3 il I 24"
Drilled By: Engineering Tectonics
Drill Method: Hollow Stem Augers
Drill Date:712412002
Hole Size: 8"
Top of Casing: 820.41
Sheet: 1 of 2
HDR Englneering, lnc. of lhe Corollnos.ì28 S. Tryon Street
Suite ì4m
Chorloftê. NC 28202
Phone: (704)338ó700
Fox: (7M)338ó7ó0
www.hdrinc.com
Geologist Log: MW-{ 3
Project: Winston Salem Hanes Expansion
Client: Winston Salem
Location: Hanes Mill Road Landfill
Project No: 001 62-407-01 I
Ground Elevation: 81 8.50
Geologist: C. Randazzo
SUBSURFACE PROF¡LE SAMPLE
Shear Strength
blows/ft
20 40 60 80
(ú
(úo
o3
Remarks
.c
o-q)ô
o-oE
U)
Description
c.9
(ú
-cIJJ
o-oE¿z
oa-
F.
U'3o
d)
ào
o()ofE
28-
29:,
30-
31 -
Same with wh¡te
7S9.0
I
#2 Silica Sand
Pack
¿v.v
787.O
4
tl
13 24"
5 il 22 24"
6 tl 34 24',
37-
End of Borehole 3Z.V
t
Drilled By: Engineering Tectonics
Drill Method: Hollow Stem Augers
Drill Date:712412002
Hole Size: 8"
ToP of Casing: 820.41
Sheet: 2 of 2
HDR Englnosrlng, Inc. of lhe Corollnos.l28 S. Tryon Streol
Sulle ì4S
Cholottê. NC 28æ2
Phone: O04)338
Fox:
www.hdrlnc
Geologist Log: MW-í4
Project: Winston Salem Hanes Expansion
Client: Winston Salem
Location: Hanes Mill Road Landfill
Project No: 001 62-407-01 I
G round Elevation: B1 2.50
Geologist: C. Randazzo
SUBSURFACE PROFILE SAMPLE
Shear Strength
blows/ft20 40 60 80
(!
(úo
oB
Remarks
!ooo
ı-oEa
Description
c.9
(ú
o
LU
Lc)-oE5z
oo-
F-
(t)3o
m
ào)
ooofE
-2-
-1
Ground Surface 8t3.O
Well Box and
Concrete Pad
,:
2:.
31
o,
:
':
ZJ.
':
':
,ol
ttl
,r-..
tt.
'toi,
,ul
tu:
n:
FiII
Vegetated fill soil
U.U
ß10 0
Portland Type I
Cement
Bentonite Seal
SAND
Brown, line to medium grained sand, little sill
and clay, micaceous, medium stitf, dry
Same but tan, brown, black, white mottled
3.0
803.0 lril1724',
I U,U
798.0
2 il 12 24"
SILT
Brown, lan, black, white, line to medium
grained sandy, little clay, micaceous, medium
stifi, dry
l5.u
3 il 4 24"
Drilled By: Engineering Tectonics
Drill Method: Hollow Stem Augers
Drill Date:712212002
Hole Size: 8"
Top of Casing: 814.53
Sheet: I of z
HDR Englneerlng, lnc. of lhe Corolinos
128 S. Tryon Street
SuÌte l40C!
Chorlotte. NC 28202
Phone: (704)338ó
Fox:
Geologist Log: MW-14
Project: Winston Salem Hanes Expansion
Client: Winston Salem
Location: Hanes Mill Road Landfill
Project No; 001 62-407-01 I
Ground Elevation: 81 2.50
Geologist: C. Randazzo
SUBSURFACE PROFILE SAMPLE
Shear Strength
blows/ft
20 40 60 80
$
(so
o
=
Remarks
!
o.oo
o.o
E
ct)
Description
E.9
(ı
o
IU
Lo).cr
E¿z
(l)o.
t-
(t3o
co
ào
oC)(I)cf
784.O
#2 Silica Sand
Pack
4 tl 4 24',
I
I
5 il 't2 24"
I
I
35
36-
37-
End of Borehole zv.n
Drilled By: Engineering Tectonics
Drill Method: Hollow Stem Augers
Drill Date:7122t2002
Hole Size:8"
Top of Casing: 814.53
Sheet: 2 of 2
HDR Englneedng, lnc. of lhe
ì28 S. Tryon Street
Sutte ì4æ
Chorlotte. NC 28æ2
Phooe:
Fox:
www.hdrinc.com
Geologist Log: MW-{5
Project: Winston Salem Hanes Expansion
Client: Winston Salem
Location: Hanes Mill Road Landfill
Project No; 001 62-407-01 B
Ground Elevation: 8003
Geologist: C. Randazzo
SUBSURFACE PROFILE SAMPLE
Shear Strength
blows/tt20 40 60 80
(U
(Uo
o
=
Remarks
!ooo
ı-oE
(n
Description
c.9
(ú
o
trJ
o-o
E:t¿-
o)o
ì-
Ë
U'Bo
co
ào
oc)o(E
-2-
-1 -
Ground Surface 801.4
Well Box and
Concrete Pad
t:
Z1
3;
^:
'r
'r
,:
'r
'r
tor
ttr
't"1
13:
to-.
tu:
''u:
n)
F¡II
Vegetated fill soil
U.U
79F ¿
,I
,l
- -¡ -- -.¡ - -,I
I
ti
Portland Type I
Cement
Bentonite Seal
#2 Silica Sand
Pack
SILT
Tan, brown, white, black, fins to coarse
grained sandy, loose, moist
Same but stitf
ó.u
786.4
1 il 5 24"
2 il I 24"
ì5.U
3 il 't4 24"
Drilled By: Engineering Tectonics
Drill Method: Hollow Stem Augers
Drill Date:712312002
Hole Size:8"
Top of Casing: 803.32
Sheet: I of z
HDR Englneerlng, lnc. of lhe Corollnos
128 S. Tryon Sfieet
Sutte 1400
Chorlotte, NC 28202
Phone: (704)338ó70
Fox (704)338{7ó0
www.hdrlnc.com
Geologist Log: MW-í5
Project: Winston Salem Hanes Expansion
Client: Winston Salem
Location: Hanes Mill Road Landfill
Project No: 001 62-407-01 I
Ground Elevation: 800.9
Geologist: C. Randazzo
SUBSURFACE PROFILE SAMPLE
Shear Strength
blows/tt
20 40 60 80
(5
ıo
o3
Remarks
!
o-oÕ
ı-oE
U)
Description
c.o
(ú
o)
trJ
o.cr
E
z
oo-
l-
ah3o
d¡
ào)
ooo)É.
18
19-
20-
2',1-
741 4 \IE
SAND
Tan, brown, white, black, fine to coarse
grained, silty, stiff, moist
2A.O
779.4
4
II
45 24"\
23
24
25-
26-
27
28-
29-
30-
31
32-
33-
34
35-
36-
37-
End ol Borehole ¿¿.v
Drilled By: Engineering Tectonics
Drill Method: Hollow Stem Augers
Drill Date:7123t2002
Hole Size: 8"
Top of Casing: 803.32
Sheet: e ot z
HDR Engineer¡ng, lnc. of lhe Corollnos
128 S. Tryon Street
Suite 1400
Chorlotte. NC 28202
Phone: (704)338ó7@
For (7û¡)338ó7ó0
www.hdrinc.com
Geologist Log: MW-16
Project: Winston Salem Hanes Expansion
Client: Winston Salem
Location: Hanes Mill Road Landfill
Project No: 001 62-407 -01 B
Ground Elevation: 796.40
Geologist: C. Randazzo
SUBSURFACE PROFILE SAMPLE
Shear Strength
blows/ft20 40 60 80
(ı
(úo
o3
Remarks
!ooo
o-oE
CJ)
Description
C.
.9
(ú
o
[rJ
Lo-o
Efz
oo-
t-
(t,
=o
co
ào
ooo(f,
-2
-1
Ground Surface 79â I
Well Box and
Concrete Pad
9-
10-
11:
12-
13-
14-
15:
tu:
flJ
Fill
Vegetated fill soil
U.U
793.9
- -'l -'l
Portland Type I
Cement
Bentonite Seal
#2 Silica Sand
Pack
CLAY
Gray, fine to medium grained sandy, silty, stiff,
wet
ı.u
786.9
1 il 3 24"
SILT
Brown, tan, white, fine to coarse gra¡ned
sandy, loose, wet
IU.U
2 il 5 24"
ï
3 il 23 24',
Drilled By: Engineering Tectonics
Drill Method: Hollow Stem Augers
Drill Date: 712212002
Hole Size: 8"
Top of Casing: 798.58
Sheet: 1 of z
HDR Englneerlng, lnc. of lhe Corollnos
ì28 S. Tryon SÍeet
Suite l4ú
Chorlotte, NC 28æ2
Phone: (704)338ó70O
Fox:
www.hdrinc.com
Geologist Log: MW-í6
Project: Winston Salem Hanes Expansion
Client: Winston Salem
Location: Hanes Mill Road Landfill
Project No: 001 62-407-01 I
Ground Elevation: 796.40
Geologist: C. Randazzo
SUBSURFACE PROFILE SAMPLE
Shear Strength
blows/ft
20 40 60 80Ittl
(!
(úo
o
=
Remarks
-cooo
ı-oE
U)
Description
c.9
(ú
o
UJ
o-oE
=z
oo.
o3oı
Þo
ooo)G
ttr
19:
776.9 ,t
2',t=
:
,r1
,t1
:24..
:
,u1
tuj
,r1
,t1
zs:
*r
ttr
i
"ri
ttr
g¿:
35:
.50-
:
glJ
End of Borehole ZU,U
4 il 23 24'*
I
I
¡
I
I
ì
'I
tl
Drilled By: Engineering Tectonics
Drill Method: Hollow Stem Augers
Drill Date:712212002
Hole Size: 8"
Top of Casing: 798.58
Sheet: 2 ot z
HDR Englneerlng, lnc. of lhe Corollnos
128 S. Tryon Street
Sulte ì4@
Chortotte. NC 28æ2
Phone: (7@t)338ó700
Fox: O04)338ó7ó0
www.hddnc.com
Geologist Log: MW-{ 7
Project: Winston Salem Hanes Expansion
Client: Winston Salem
Location: Hanes Mill Road Landfill
Project No; 001 62-407-01 I
Ground Elevation: 799.1 0
Geologist: C. Randazzo
SUBSURFACE PROFILE SAMPLE
Shear Strength
blows/tt20 40 60 80
o
(úo
o3
Remarks
-cooo
ı-oE
U)
Description
co
(ú
-0)tü
Lo-oEfz
oo-
Ë3o
m
ào
ooofr
-2-,
-11
Ground Surface 799.6
Well Box and
Concrete Pad
FiII
Vegetated fill soil
u.u
796.6
Portland Type I
Cement
Bentonite Seal
#2 Silica Sand
Pack
SÁND
Gray, silty, fine to coarse grained, loose,
micaceous, wet
3.0
789.6
il 2 24'*
SILT
Tan, brown, white, fine to coarse grained
sandy, micaceous, loose, wet
tu,u
2 il 2 24"
t--.-
3 il I 24',
Drilled By: Engineering Tectonics
Drill Method: Hollow Stem Augers
Drill Date:712312002
Hole Size: 8"
Top of Casing:801.18
Sheet: 1 of 2
HDR Englnserlng, Inc. of lhe Corollnos
ì28 S. Tryon Streot
Suite lzl00
Chorlotte. NC 28æ2
Phone: (704)338ó700
For (704)338ó7ó0
www.hdrlnc.com
Geologist Log: MW-17
Project: Winston Salem Hanes Expansion
Client: Winston Salem
Location: Hanes Mill Road Landfill
Project No; 001 62-407-0't I
Ground Elevation: 799.1 0
Geologist: C. Randazzo
SUBSURFACE PROFILE SAMPLE
Shear Strength
blows/tt20 40 ô0 80
(ú
(úo
o3
Remarks
ooo
ı-oE
U)
Description
c.9
(ú
o
E¡
o.cr
E)z
oo.l-
U'3oı
ào
o()ofr
18:
19-
779.6 iiiEill:
¡l
21
22
23
24
25
27
End of Borehole ¿a.u
4 il 8 24"l'
I
t
:
I
I
I
I
I
;'
I
Drilled By: Engineering Tectonics
Drill Method: Hollow Stem Augers
Drill Date: 712312002
Hole Size: 8'
Top of Casing: 801.18
Sheet: 2 ot e
HDR Englneerlng, lnc. ol lhe Corcllnos.l28 S. Tryon Sfieet
Sulte 14@
Chorlotte. NC28æ.2
Phone: 004)338ó7@
Fox:
www.hdrirc.com
Geologist Log: MW-í8
Project: Winston Salem Hanes Expansion
Client: Winston Salem
Location: Hanes Mill Road Landfill
Project No; 001 62-407-01 B
G round Elevation : 806.30
Geologist: C. Randazzo
SUBSURFACE PROFILE SAMPLE
Shear Strength
blows/ft
(ú
(úo
o
=
Remarks
E
o-oo
ı
-ÕE
Ø
Description
co.Fı
o
LrJ
o)-oEfz
oo-
Þ
at3o
d)
ào
ooo
cc
-2-.
-1:
Ground Surface 806.8
m Well Box and
Concrete Pad
ÑK
6:
7-
B;
9:
10-
11:
't2:
13:
1o1
15:
16:
17 -.
tt:
F¡II
Vegetated fill soil
u.(J
803.8
ii
ri
Portland Type I
Cement
Benton¡te Seal
#2 Silica Sand
Pack
N
SAfVD
Dark gray, black, silty, fine to coarse grained,
some pebbles, loose, wet
u.0
796.8
ll 4 24"
SILT
Black, white, tan, fine to coarse grained sandy,
micaceous, loose, wet
10.0
791.8
2 il 11 24',
SAND
Wh¡te, black, tan, silty line to coarse grained,
pebbles, gravel, micaceous, wet (typical PWR)
Hard Drilling
REFUSAL
15.0
790.8
T6.0-
789.8
3 il 100 o
I t.v
787.8
End of Borehole 19.0
Drilled By: Engineering Tectonics
Drill Method: Hollow Stem Augers
Drill Date:712312002
Hole Size: 8"
Top of Casing: 808.52
Sheet: I of I
HDR Eng¡neerlng, lnc. of lhe Corollnos
128 S. Tryon Streel. Suite lzl00
Chorlotte. NC 28æ2
Phone: (7@)338ó700
Fox: (
www.hdrinc.com
Geologist Log: MW-19
Project: Winston Salem Hanes Expansion
Client: Winston Salem
Location: Hanes Mill Road Landfill
Project No: 001 62-407-01 I
Ground Elevation: 809. 1 0
Geologist: C. Randazzo
SUBSURFACE PROFILE SAMPLE
Shear Strength
blows/tl
20 40 60 80
(ú
Go
o3
Remarks
!
o.oo
ı.cr
E
Ø
Description
c
.9
(ú
-0)[rJ
o-oE
=z
oo.
t-
(¡tìo
d)
ào
oao
cc
-2-
-1 -
Grouncl Surface aog 6
Well Box and
Concrete Pad
1
2
3-
4
5-
6-
7
I
9-
10-
1't-
12-
Fiil
Vegetated fill soil
u.u
806.6
Portland Type I
Cement
Bentonite Seal
#2 Silica Sand
Pack
SATVD
Black, green, white, silty, fine to coarse
grained, micaceous, loose, moist
Same but medium stiff
\t.u
7Q^ ^
:
I
I
*--.-F-1 il 16 24"
2 il 100 12"
I
.:
't 5.u
3 il 100 12"
Drilled By: Engineering Tectonics
Drill Method: Hollow Stem Augers
Drill Date:712312002
Hole Size:8"
Top of Casing: 811.35
Sheet:1 of2
HDR Englneerlng, lnc. of lhe Corollnos
128 S, Tryon Slreet
Suite l¿100
Chortofte. NC 28æ2
Phone: (704)338ó7@
Fo* (/04)338ó7ó0
www.hdrinc.com
Geologist Log: MW-19
Project: Winston Salem Hanes Expansion
Client:Winston Salem
Location: Hanes Mill Road Landfill
Project No: 001 62-407-01 I
Ground Elevation: 809.1 0
Geologist: C. Randazzo
SUBSURFACE PROFILE SAMPLE
Shear Strength
blows/ft20 40 60 80
(ú
Go
o3
Remarks
-co-oo
o-oE
U)
Description
c.o
(ú
o
IIJ
Lo-oEfz
oo-
t-
u,3o
co
ào
oooE
18-
19-
749 6 E
.t.t -
:
34-
35-:
.to-
:
.tt'
End of Borehole 20.1)
4
tl
100 6'
Drilled By: Engineering Tectonics
Drill Method: Hollow Slem Augers
Drill Date:712312002
Hole Size:8"
Top of Casing: 811'35
Sheet: 2 of z
HDR Eng¡nserlng, lnc. ol lhe Corollnos.l28 S. Tryon Streêt
Sulte 14@
Chodottê. NC 28202
Phone: (704)338ó70
Fox: (704)338ó7@
www.hdrlnc.com
Buxton Environrnental, Inc.Consulriile Sç_ry-icgs
I l0l South Blvd., Suite tOtCharlottc, Nonh Carolina 28203
Ph (7o4) 344-t4sÙ F'ax [phone]buxtonenv@bel lsouth. net
Boring Log, PZ-86
(Page 1 of 1)
Hanes Mill Road Landfill (Phase 2)
325 Hanes Mill Road
Winston-Salem, NC 27105
Date Start€d :.t-1249
Dato Complot€d :1í'249
Dr¡lling Company : SAEDACCO, tnc.
Dr¡ller Nems : Slefan Smith
NC Orillor Cert¡f¡cation : 3576
8oring Logged By : Ross Ktingman, p.G.
Dr¡ll¡ng Method : HSA
Top-ofCasingElov. :83i.91,
Ground Surfaco Elov. :829.03,
Natur€l,Cul,FillGrado :Natural
Water Levels
J_ I Hour= 16.71'BTOC
V 24Hours=12.80'BTOC
Sample Type
SS = Split Spoon
ST = Shelby Tube
RC = Rock Core
BULK = Bulk Soil Cuttings
Well: Pz-86
Elev.:831.51'
Cas¡ng (2" Oi¿. Sch.40 pVC)
Lithologic Description
m.oist; med.ium; yellowish brown (SYR (4/6)); medium quartz sandysilty clay with roots; cohes¡ve; medium plasticity; Soil Horizon;(labg¡atgry Results: PZ-86 UD @0-2': USCSjMH; sand=26.3%;
silt=1 3.5%, clay=69.2o¡o ;Moislure:33.4%;K=2.03x1 0-6
9yl9eclJoþ! lorisity=46.7%; Effective Poros¡ty=<1 %; Atterberg
Limits PL=36, LL=64, Pl=28)5
8
6
I
1
2
2
2
moist; stiff; lþht gray (5YR (7/1)); with red orange bands @ 25degrees and vertical stringers; clayey fine to coarse quartz andm¡ca sand; cohesive; medium plast¡c¡ty: Alluvial
wet; soft; yellowish brown (1OYR (5/6)) with rust, white andblacl specks and 10 degree remnant foliation; silty fine mica sand;mild cohesion; no plasticig; Saprolite
wet; sofl; yellowish brown (10YR (5/6)) with rust, white andblack specks and 75 degree remnant foliation; silty medium to
coarse_quarlz and mica sand; mild cohesion; no plasticity;
wet; soft; yellowish brown (1OYR (5/6)) with rust, white and
black specks and 75 degree remnant foliation; silg medium tocoarse.quartz and mica sand; m¡ld cohesion; no plasticity;
Saprolite ( Laboratory Results: PZ-86 UD @ lS-il'; USCS=SM;
sand=61.8, silt=29.1, clay=g.1' Moisture=33.4%; K =1.3 x 104
wet; sofl; yellowish brown (1OYR (5/6)) with rust, wh¡te and
black specks and 10 to 75 degree remnant foliation; slighüy clayey(kaolinite) medium to coarse chlorite and quartz sandy silt;
ÊEgcöôINó
oåô
Buxton Environrnental, lnc.
Caniul.tù!€!ScrlicçsI l0l South Blvd., Suire tOlCharlottc, North Carol¡na 28203
Ph (7o4) 344-t4s0 F'ax (704) 344-145 Ibuxtonenv@bel lsor¡th.net
Boring Log, PZ-87
Hanes Mill Road Landfill (Phase 2)
325 Hanes Mill Road
Winston-Salem, NC 27105
Boring Logged 8y : Ross Kt¡ngman, p.G.
Dr¡ll¡ng Method : HSA,Mud Rotary,Rock Coro
Top-of-Casing Elev. : 890.40'
Ground Surface Elev. : 888.72'
Natural,Cul,F¡ll Grade : Natural
Oatê Started
Oato Completêd
Drilling Company
Drillèr Nams
NC Dr¡ll€r Certif¡€tion
:1-19.09
:1-20{9
: SAEDACCO, lnc.
: Stefan Smith
:3676
atoÊ(t
.g(o
c
=oo
3
-9co
Water Levels
Y 1 Hour =46.09'BTOC
V 24 Hours=46.22'BTOC
Well: PZ{7
Elâv-:
Câsing (2" D¡a. Sch.40 PVC)
So¡l Cuttings
8" D¡a. Hollow-Stem Auger Bor¡ng
Sample Type
SS = Spl¡t Spoon
ST = Shelby Tube
RC = Rock Core
BULK = Bulk Soil Cuttings
Lithologic Description
873.
888.
883.
878.
863.
moist; medium; dark red (2.5 YR (3/6)); mica sandy silty clay;
cohes¡ve; high plasticity; Soil Horizon; (Laboratory Data: PZ-87 UD
@ 0-2'; USCS=MH ; gravel=O. 1 o/o; sand=22To,silt= 1 2.2,
clay=65.7o¡ot Moisture=41.4olo; K=1.06 x 10-5 cm/sec; Total
.Qolo; Effective Porosity=<1 o/o; Atterberg Limits PL=44,
As Above from 3 to 4.5'; grades downward to a moisl; medium
compact; yellowish red (SYR (4/6)) slightly clayey silty fine to
medium sand; mild cohesive: no plasticitv: Soil Horizon
moist; medium compact; dark yellowish brown (1OYR (4/4)) with
white, black and pink specks and faint horizontal remnant foliation;
s¡lty f¡ne to coarse quartz, feldspar and mica sand with gravel;
cohes¡onless; no plasticity; Saprolite
moist; loose; dark yellowish brown (1OYR ( /4)) with btack and
rust specks and faint horizontal remnant foliation; silty fine mica
sand; cohesionless; no plasticity; Saprolite
moist; medium; reddish yellow (7.5YR (6/8)) with yeltow and btack
specks, and black manganeese nodules and stringers; quartz androck gravelly very fine sandy silt; cohesive; no plastlcity; Saprolite
moist; reddish yellow (7.5YR (6/8)) with tan and btack specks,
and stringers and faint horizontal remnant foliation; silty medium to
coarse mica and quartz sand; cohesionless; no plasticity;
Saprolite (Laboratory DalaPZ-87 UD @20-22'; USCS=SM;gravel=4.7, sand=56.9%, silt=29.6; clay=6.9' Moislure-31.5%;4.7, sand=56.9%, silt=29.6; clay=6.9' Moislure-31.5%;
x 10-5 cm/sec; Total Porosity=51.5%; Effective
=24Yol
moist; loose; reddish yellow (7.5YR (6/8)) with tan and btack
specks, and stringers and 5 to 20 degree remnant foliation; quartz
gravely silty medium to coarse mica and quarlz sand;
moist; medium compact; strong brown (7.5YR (5/8)) with blacka¡d lan specks and horizontal remnant foliation; slighüy clayey
silty fine to medium sand with rock fragments; cohesionless; rio
Buxton Environrnental, lnc.
Co¡rsultins Scrvicç-s
I l0l South B¡vd., Suite 101
Charlotte, North Carolina 28203
Ph (704) 344-l4SO Fax [phone] I
buxtonenv@be I lsouth.net
Boring Log, PZ-87
Hanes Mill Road Landfill (Phase 2)
325 Hanes Mill Road
Winston'Salem, NC 27105
Dãte Stârted : 1-1949
oate complsted : l-20{9
Orilling Company : SAEDACCO, hc
Dr¡ller Nams : Stefan Sm¡th
NC Oriller Certil¡câtion : 3676
Bor¡ng Logged By : Ross Ktingmân, P.G.
orilling Method : HSA,Mud Rotary,Rock Cofe
Top-of-Cas¡ngElev. :890.40'
Ground Surfacô Elev. : W.72'
Natural,Cut,Fill Grado : Nalural
ttoc()c
(o
ÊJoo
3oı
Water Levels
_l_ 1 Hour =46.09',8TOC
V 24 Hours = 46.22'BTOC
Well: PZ-87
Elev.:
5
17
18
30
D¡a. Hollow-Slom Auger Boring
7II
l9
(2" D¡a. Sch.40 PVC)
20
40
Screen (2" O¡a. Sch.40 PVC)
S¡licâ Sand Pâck
Auger Refusal @ 56'; Bedrock
Sample Type
SS = Split Spoon
ST = Shelby Tube
RC = Rock Core
BULK = Bulk So¡l Cuttings
Lithologic Description
858.
848.7
843.
838.
moist; compact; dark yellowish brown (1OYR (4/4) with black and
white specks and faint horizontal to 5 degree remnant foliat¡on;
silty medium to coarse quarlz and m¡ca sand with 8" layer of
feldspar and quartz gravel; cohesionless; no plasticig;
moist; compact; dark yellowish brown (1OYR (4/4) with black and
white specks and faint horizontal to 5 degree remnant foliation;
s¡lty medium to coarse quartz, feldpar, hornblende and mica sand;
cohesionless; no plasticity: Saprolite
wet; compact; dark yellowish brown (10YR (a/a) with black and
white specks and faint horizontal to 5 degree remnant foliation;
medium to coarse quarlz, feldpar, hornblende and mica sand;
no plasticity: Partialty Weathered Rock
wet; compact; dark yellowish brown ('1OYR (4/4) with black and
white specks and faint horizontal to 5 degree remnant foliation;
silty medium to coarse quarlz, feldpar, hornblende and mica sand
with large quartz gravel; cohesionless; no plasticig; Partially
Weathered Rock (PWR); (Laboratory Dala;PZ-Ù7 BAG @ 48-50';
USCS=SM; gravel=9.9%, sand=61.5%, silt=21.4,
Moisture=l 3.2%: Effective Porositv=2
wet; compact; dark yellowish brown (1OYR (4/4) with black and
white specks and faint horizontal to 5 degree remnant foliation;
silty medium to coarse quartz, feldpar, hornblende and m¡ca sand
with biotite schist rock gravel; cohesionless; no plasticity; Parlially
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I lOl Sourh Blvd., Suite lOlCharlottc, North Caroli¡ìa 28203
I,h (7O4) 344-1450 Fax [phone]buxtoncnv@bel lsouth.net
Boring Log, PZ-87D
(Page 1 of 2)
Hanes Mill Road Landfill (Phase 2)
325 Hanes Mill Road
Winston-Salem, NC 271 05
Oato Started
Date Completed
Dr¡ll¡ng Company
Dr¡ller Nams
NC Driller Cort¡ficåtion
1-19.09
r-20-09
SAEDACCO, lnc.
Stêfân Sm¡lh
3576
Bor¡ng Logged By : Ross Ktingmân, p.G.
Drilling Mêlhod : HSA
Top-of-CasingElev. :890.72'
Ground Surfac€ Elev. :a88.27'
Naturâl,Cut,Fill Grade : Natural
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Water Levels
_L I Hour =39.82'BTOC
V 24 Hours=45.05'BTOC
Sample Type
SS = Split Spoon
ST = Shelby Tube
RC = Rock Core
BULK = Bulk Soil Cuttings
Well: PZ€7D
Elav.:
(2" Dia. Sch.40 PVC)
Cutlings
Oiã. Hollow-Stem Auger Bor¡ng
Porlland Cemont ø Bentonita
Lithologic Description
0
5
10
15-
20-
25-
30-
.
l
..1
35--.1
888.2'
883.2,
878.2',
873.21
868.2.,
863.2
858.2i
See Boring LogPZ-87 for Drilling and Lithology from 0 to 56'
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ra Buxton Environrnental, Inc.
Cotrsult!û g.Sç.rl'-¡o9! _I l0l South Blvd..vd., Str¡te l0l
Charlottc, Nonh Carolina 282O3
Ph (7o4) 344-t4sÙ l'ax (704) 344-t45t
buxtonenv@bel lso̡th.net
Boring Log, PZ-87D
(Page 2 of 2)
Hanes Mill Road Landfill (Phase 2)
325 Hanes Mill Road
Winston-Salem, NC 271 05
Dato Starlsd
Dato Complsted
Orill¡ng Company
Dr¡llðr Nams
NC Dr¡llðr Cart¡f¡cation
t-1949
r-20{9
SAEDACCO, lnc.
Stefan Sm¡th
3576
Bor¡ng Logged By : Ross Kt¡ngman, P.G.
Dr¡lling Melhod : HSA
Top-of-CâsingElev. :890.72'
Ground Surfaco Elev. :8æ.27'
Natural,Cut,F¡ll Grado : Natural
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Water Levels
_Z 1 Hour =39.82'BTOC
V 24 Hours = 45.05' BTOC
Sample Type
SS = Split Spoon
ST = Shelby Tube
RC = Rock Core
BULK = Bulk Soil Cuttings
Well: PZ€7D
Elev.:
Lithologic Description
35-
40
45
50
55
60
65-
70-
853.2
8/,8.2
843.2',
838.2'
833.2:
828.2',
823.2',
(2" Diâ. Sch.40 PVC)
Cement W B6nton¡1e
Auger Refusal @ 56'; Bedrock
Geologic Unit (NC Geologic Map): Ashe Formation
Description: Gneiss is fine to coarse grained, moderatleywell
foliated at 10 to 25 degrees with alternating 1 mm to 10 mm bands
of plagioclase feldspar and quartz, and biotite mica with minor
amounts of small almand¡ne garnets and hornblende; plagioclase
feldspar porphyroblasts (augen) ranging from 1 to 2.5 cm were
present throughout; thin fractures from horizontal to 25 degrees
were obseved throughout the ent¡re length of the rock core, no
obvious mechanical breaks were observed.
Core Run #1: 56 to 60'; Recovery = 39"; RQD = 0olo (very poor)
Core Run #2: 60 to 65.2'; Recovery = 62"; RQD = 64.50lo (fair)
Screen (2" Dia. Sch.40 PVC)
Í? S¡l¡ca Sand Pack
2 7/A'D¡a Rock Core (NQ)
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(;e¡riullrrrg Scryiccs
I l0l South Blvd., Suite lOl
Charlottc, North Caroli¡ra 282O3
I>h (704) 344-t45O F'ax (7O4) 344-145t
buxtonenv@bel lsor¡th.net
Boring Log, PZ-103
(Page 1 of 1)
Hanes Mill Road Landfill (Phase 2)
325 Hanes Mill Road
Winston-Salem, NC 27105
Datê Stârted
Oate Complótod
Or¡ll¡ng Company
Dr¡llôr Nâmê
NC Or¡ller Cort¡l¡câtion
: l-13-09
: 1-13-09
: SAEDACCO, ¡nc.
: Stsfan Sm¡th
:3576
Soring Logged By : Ross Klingman, P.G.
Drilling Method : HSA
Top€f-Cas¡ngElev. :815.70'
Ground Surface Elev. :812.81'
Natural,Cut,Fill Grade : Fill
.ì6(s
q)c,
c.9o
-qul
Well: PZl03
Elev.:
Cutt¡ngs
D¡a. Hollow-Stem Augèr Bor¡ng
(2" Dia. Sch. 40 PVC)
Scraen (2" Oia. Sch.40 PVC)
#2 S¡lie Sand Peck
Water Levels
_!¿ lHour=14.85'BTOC
_5u 24Hours=13.25'BTOC
Sample Type
SS = Split Spoon
ST = Shelby Tube
RC = Rock Core
BULK = Bulk Soil Cuttings
Lithologic Description
787.8
782.8
moist; very loose; strong brown (2.5YR (5/6)) silty fine m¡ca sand
with roots; no cohesion or plasticity; Fill2
2
3
2
3
4
5
moist; medium; yellowish red (SYR (4/6); fine to medium sandy
silty clay; cohesive and med¡um plasticity; Fill
moist; medium; yellowish red (SYR (4/6)) with black and yellow
specks; t¡ne to medium sandy silty clay; cohesive and medium
plasticity; Soil Horizon; (Laboratory Results: PZ-103 UD @ 7-9';
USCS=CH; sand=2O.4o/o,silt=32.9%, clay=46.7y' Moisture=27.8%;
K=4.95x 10-6 cm/sec; Total Porosity=43.3%; Effective
moist; medium; yellowish red (SYR (4/6) with black, yellow and
dark brown organic layers and specks; fine to medium sandy silty
upper 3-inches is very moist; med¡um; yellowish red (SYR (4/6))
with black, yellow and dark brown organic layers and specks;
fine to medium sandy silty clay; cohesive and medium plasticig;
Soil Horizon; LowerlS-inches is dark gray (gley 1 (44) with rust
rust str¡ngers and roots;fine mica and quartz sandy clay;
upper 12 -inches; wet; very soft; very dark greenish gray (gley 1
(54); silty clay; lower 2-inches; wet; very soft gley I (5/) gray;
mica sand: cohesive: plastic: Flood Plain or Alluvial
Attempt Shelby Tube, soils slipped out of tube
attempt Shelby Tube, poor push due to gravel layer; sediments
were brown (7.5 YR (6/8)); silty fine to coarse quartz sand w¡th
marble sized gravel; no cohesion or plasticig; Flood Plain or
Fluvial; (Laboratoy Resu lts: PZ-1 03 Bag @ 22-24'', USCS=SM;
15.1%, sand=66.5%; silt=8.9%; clay=9.57o;
upper 4-inches; wet; slightly silty fine to coarse sand with golf ball
sized quartz gravel; not cohes¡ve or plastic; creek channel
deposit; lower 9-inches; wet; medium compact; strong brown
sYR (5/8)) with white kaolinite clay nodules; silg fine to medium
and quartz sand: not cohesive: no plast¡
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Buxton Environrnental, lnc.
(:ou,sult¡tr8 Scrvicc$I l0l South Blvd., Suite l0l
Charlottc, North Carol¡na 28203
Ph [phone] Fax [phone]
buxtonenv@bellsor¡th.nst
Boring Log, PZ-103D
(Page 1 of 2)
Hanes Mill Road Landfill (Phase 2)
325 Hanes Mill Road
Winston-Salem, NC 27105
Date Stârted :2-9-09
Oate Completed :2-9{9
Dr¡lling Company : SAEÐACCO, lnc
Driller Name : Stef€n Sm¡th
NC Dr¡llêr Cert¡l¡cat¡on : 3576
Boring Logged By : Ross Kl¡ngman, P.G.
Dr¡lling Melhod : HSNMUd Rotary
Top-of-CasingElsv. :815.04'
Ground Surfacê Elov. :813.54'
Nalural.Cul.F¡ll Grads : Fill
.hoc(,,C
(o
cJooì
-9d)
Wèll: PZ-103D
Elev.:
(2" O¡a. Sch.40 PVC)
Hollow-Stom Auger Bor¡ng
56I
10
Water Levels
_L 1 Hour =14.18'BTOC
V 24 Hours = 12.99 BTOC
Sample Type
SS = Split Spoon
ST = Shelby Tube
RC = Rock Core
BULK = Bulk Soil Cuttings
Lithologic Description
788.
See Boring Log PZ-103 for lithology from 0 to 27'
wet; loose; reddish yellow (7.5 YR (6/8)) with white and dark
green specks and horizontal bands of remnant foliation; silty fine
wet; loose; reddish yellow (7.5 YR (6/8)) with white and dark
green specks and horizontal bands of remnant foliation; silty fine
to coarse quartz, feldspar and mica sand; Saprol¡te
Eluxton Environrnental, Inc.
Çollullingsçrl4¡cgs
I lOl Sourh Blvd., Suite tOl
Charlottc, North Carolina 28203
Ph (704) 344-t4s0 Fax (704) 344-t451buxtonenv@bel lsoutlì.net
Boring Log, PZ-103D
Hanes Mill Road Landfill (Phase 2)
325 Hanes Mill Road
W¡nston-Salem, NC 27105
Date Stârted :2-949
Date Completed :2-9{9
Or¡lling Company : SAEDACCO, hc.
Or¡ller Name : Stefan Smith
NC Dr¡llêr Certificål¡on : 3576
Boring Loggêd By : Ross Ktingman, p.G.
Drill¡ng Method : HSA/Mud Rotary
Top-of-CasingElov. :815.04'
Ground Surfâce Elev. :813.54'
Nâturâl,Cut,F¡ll Grade : F¡ll
-ıo
oc'
c.9
(ú
-ql¡l
Water Levels
_L 1 Hour =14.18'BTOC
V 24 Hours = 12.99 BTOC
Sample Type
SS = Split Spoon
ST = Shelby Tube
RC = Rock Core
BULK = Bulk So¡l Cuttings
Well: PZ-103D
Elev.:
69
1214 So¡l Cuttings
Dia. Hollow-Stem Augêr Bor¡ng
Dia. Sch.40 PVC)
Bentonite Soal
7/8 d¡a. Mud-Rotary Boring
Lithologic Description
wet; loose; reddish yellow (7.5 YR (6/8)) with white and dark
green specks and horizontal bands of remnant foliation; silty fìne
to coarse quartz, feldspar and mica sand;
wet; loose; reddish yellow (7.5 YR (6/8)) with white and dark
green specks and horizontal bands of remnant foliation; silg fine
to coarse quarlz, feldspar and mica sand;
wet; loose; reddish yellow (7.5 YR (6/8)) with white and dark
green specks and horizontal bands of remnant foliation; silg fine
to coarse quartz, feldspar and mica sand with l¡ght green gravel at
þase (Kaolinite); no cohesion or plasticity; Saprolite
wet; loose; reddish yellow (7.5 YR (6/8)) with white and darkgreen specks and horizontal bands of remnant foliation; silty fine
to coarse quartz, feldspar and mica sand; PWR
Switch over lo Mud-Rotary Drilling from 54' to terminus of boring.
wet; loose; reddish yellow (7.5 YR (6/8)) with white and dark
green specks and horizontal bands of remnant foliation; silty fine
to coarse quartz, feldspar and mica sand; PWR
wet; loose; reddish yellow (7.5 YR (6/8)) w¡th white and darkgreen specks and hor¡zontal bands of remnant foliation; silty f¡ne
to coarse quaí2, feldspar, hornblende; and mica sand; PWR;(Laboratory Results: PZ-103O UD @ 69-70'; USCS=SM;esults: PZ-103D UD @ 69-70'; USCS=SM;
sill=29.7o/oi clay=7 .1o¡o' Moislure 17 .1o/o;i Effective

This page intentionally left blank.

HDR Engineering, Inc. of the Carolinas
440 S Church Street, Suite 1000
Charlotte, NC 28202-2075
704.338.6700
NC License F-0116
hdrinc.com
© 2019 HDR, Inc., all rights reserved
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Permit Amendment F – Landfill Gas Monitoring Plan

F
F – Landfill Gas Monitoring
Plan

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Permit Amendment F – Landfill Gas Monitoring Plan

This page intentionally left blank.

Landfill Gas
Monitoring Plan
Hanes Mill Road Landfill
Winston-Salem/Forsyth County Utilities

Winston-Salem, North Carolina
December 2019

This page intentionally left blank.

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Landfill Gas Monitoring Plan
Contents

i

Contents
1 Introduction ....................................................................................................................... 1
2 Background Information .................................................................................................... 1
2.1 General ........................................................................................................................... 1
2.2 Site Information .............................................................................................................. 1
3 Landfill Gas Overview & Regulatory Action Levels ........................................................... 2
4 Landfill Gas Monitoring ..................................................................................................... 3
4.1 Proposed Landfill Gas Monitoring Procedure ................................................................. 3
4.1.1 Permanent Monitoring Station Design and Installation ........................................... 3
4.1.2 Gas Migration Monitoring ........................................................................................ 6
4.1.3 Reporting of Data and Record Keeping .................................................................. 9
4.1.4 Continuous Monitoring of On-Site Structures .......................................................... 9
4.2 Schedule for Installation of Monitoring Elements ........................................................... 9
4.3 Maintenance and Calibration of Monitoring Elements .................................................... 9
4.3.1 Maintenance of Permanent Monitoring Stations ..................................................... 9
4.3.2 Calibration of Portable Monitoring Instruments ..................................................... 10
5 Contingency Plan ............................................................................................................ 10
5.1 Contingency Plan Guidelines ....................................................................................... 10
5.2 Contingency Plan - On-site Structures ......................................................................... 11
5.2.1 Immediate Action ................................................................................................... 11
5.2.2 Action within 7 Days .............................................................................................. 11
5.2.3 Action within 60 Days ............................................................................................ 11
5.3 Contingency Plan - Facility Property Boundary ............................................................ 11
5.3.1 Immediate Action ................................................................................................... 12
5.3.2 Action within 7 Days .............................................................................................. 12
5.3.3 Action within 60 Days ............................................................................................ 12
6 LFG Control System Installation and Monitoring ............................................................. 13
6.1 Passive Gas Control System ........................................................................................ 14
6.1.1 Surface Monitoring and Observations ................................................................... 14
6.1.2 Subsurface Pressure ............................................................................................. 14
6.1.3 Proximity ................................................................................................................ 14
6.2 Active Gas Control System ........................................................................................... 14
6.2.1 Gas Collection System .......................................................................................... 14
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Landfill Gas Monitoring Plan
Contents

ii

6.2.2 Gas Utilization or Control System ......................................................................... 15
7 Safety .............................................................................................................................. 15

Tables
Table 1 Compliance levels for methane ........................................................................................ 3
Table 2 Expansion landfill site existing methane monitoring stations – Phases 1 and 2 .............. 4
Table 3 Contingency plan contacts ............................................................................................. 11

Figures
Figure 1 Typical methane probe construction ............................................................................... 5
Figure 2 Groundwater surface contour map ................................................................................. 7

Appendices
Appendix A - Field Data Form
Appendix B – Boring Logs

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Landfill Gas Monitoring Plan
Introduction

1

1 Introduction
The purpose of this Landfill Gas Monitoring Plan (LGMP) is to provide an updated management
practice for the monitoring and control of landfill gas generated by the Hanes Mill Road Landfill.
Following approval of this LGMP by the North Carolina Department of Environmental Quality
(NCDEQ) Division of Waste Management (DWM), an updated routine methane monitoring
program will be implemented at the landfill in accordance with the requirements of this LGMP.
Once final closure of the unit is complete, the monitoring program will continue in accordance
with NC regulation, 15A NCAC 13B .1627 (d). At the present time, this term is for 30 years.
Following approval, this plan will be placed in the landfill operating record and shall remain open
for revisions throughout the active life of the landfill, as well as after landfill closure is complete.
All changes to this plan will be submitted to NCDEQ DWM as they are implemented.
2 Background Information
2.1 General
The Hanes Landfill is located off Hanes Mill Road approximately five miles north of the City of
Winston-Salem, North Carolina (the City) and is operated under North Carolina NCDEQ DWM
Permit No. 34-02.The facility consists of two major units: the original landfill unit consisting of
the unlined and “piggyback” unit, which closed in 2005, and a western landfill expansion area
which is currently active. The closed landfill contains an unlined and a lined MSW unit and is
located on approximately 181 acres. The western landfill expansion area occupies
approximately 90 acres to the west of Grassy Creek and the Norfolk Southern Railroad. Phase
1 of the expansion area (43 acres) was permitted, constructed, and begin accepting waste in
May 2005. A Permit to Construct Phase 2 of the expansion area was received from NCDEQ
DWM on October 8, 2010. Permits to Operate Cell 4 and Cell 5 of Phase 2 were issued on
October 18, 2011, and July 25, 2017, respectively. Phase 2 is located immediately north of
Phase 1 and consists of approximately 22 acres.
Filling at the landfill will be conducted by the area method in which the waste will be placed in
lifts of approximately 10 feet in height which is then covered with soil (or approved alternative
cover) on a daily basis.
2.2 Site Information
Land use is primarily limited to residential development to the north and west of the landfill
expansion area. To the east of the area are the Norfolk Southern Railroad line, the closed
landfill area, and a combination of commercial and residential developments. Land to the south
is being used for other commercial endeavors, as well as residential development.
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Landfill Gas Monitoring Plan
Landfill Gas Overview & Regulatory Action Levels

2

3 Landfill Gas Overview & Regulatory Action
Levels
One of the byproducts of landfilling municipal solid waste is landfill gas which is generated by
the anaerobic decomposition of waste within the landfill. Landfill gas typically consists of
methane (CH4) and carbon dioxide (CO2), with trace amounts of oxygen (O2), water (H2O),
nitrogen (N2), hydrogen sulfide (H2S), and other gases. The amount and rate of generation of
landfill gas is affected by several factors, including the following.
 Total refuse tonnage in-place.
 Moisture content of the refuse.
 Age of the refuse.
 Organic composition and pH value of the refuse.
 Method and degree of compaction of the refuse.
 Type and amount of cover material used.
The concentration of the landfill gas varies according to site-specific conditions; however, landfill
gas compositions of 30-53 percent methane (CH4) and 34-51 percent carbon dioxide (CO2) are
common.
The primary health and safety concern with landfill gas in the immediate area of the landfill is
the explosive characteristic of methane. Methane concentrations in between 5 and 15 percent
by volume in air (5% is referred to as the “Lower Explosive Limit” or LEL, and 15% is referred to
as the Upper Explosive Limit or UEL) are able to create an explosion hazard and can also
propagate a flame.
Landfill gas can travel in all directions, taking the path of least resistance. Landfill gas moves
from areas of higher concentrations to areas of lower concentrations (diffusion), or from higher
gas pressure zones to lower gas pressure zones (convection). Subsurface geologic and
hydrogeologic conditions contribute greatly to the potential for gas migration. When landfill gas
migration is taking place, on-site and nearby structures are at risk of receiving migrating gas due
to confined spaces in or under the buildings. Landfill gas can enter buildings through cracks in
the foundation or subsurface utility services. Lack of ventilation may result in the buildup of
methane concentrations to explosive limits.
In an effort to eliminate the potential hazards associated with the migration of landfill gas,
NCDEQ has promulgated regulations (15A NCAC 13B .1626 (4)) , which require owners and/or
operators of all municipal solid waste landfill facilities (MSWLF) to monitor methane at the
facility property boundary and on-site structures. Table 1 below provides the present regulatory
limits for methane at MSWLF sites.

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Landfill Gas Monitoring Plan
Landfill Gas Monitoring

3

Table 1 Compliance levels for methane
Location Lower explosive limit
(% LEL)
Maximum methane
concentration in air
Property boundary 100% 5%
Facility structures 25% 1.25%

4 Landfill Gas Monitoring
4.1 Proposed Landfill Gas Monitoring Procedure
To provide a means of monitoring methane gas at the landfill, permanent gas migration
monitoring stations have been installed along the perimeter of the active and closed landfill
areas. These stations are monitored on a quarterly basis. Additional stations will be installed in
the Phase 3 expansion area as needed.
4.1.1 Permanent Monitoring Station Design and Installation
Permanent monitoring stations have been installed around the active and closed landfill. All the
monitoring stations are for detection monitoring. Sheets 00G-05 and 00G-06, Gas Collection
System, of the Facility Plan Drawings, show the monitoring stations at the closed landfill and
active western expansion landfill, respectively..
ACTIVE LANDFILL EXISTING STATIONS
Eight monitoring stations (MM-1 through MM-8) have been installed along the permit boundary
for Phase 1 of the landfill expansion at not more than 500-foot intervals (see Drawing 00G-06 of
the Facility Plan Drawings). Two of these monitoring stations (MM-1 and MM-2) have since
been retired and are no longer being monitored as approved by NC DEQ DVM. Four additional
monitoring stations have been installed for Phase 2 (MM-9 through MM-12). The monitoring
station locations were placed between the permitted waste boundary and property lines. No
monitoring stations are shown between the active landfill and Grassy Creek since this area is
interior to the property line and Grassy Creek acts as a cut-off feature.
The proposed Phase A MSE wall landfill expansion will not require the abandonment of existing
monitoring stations or the addition of new monitoring stations since the proposed limits of waste
are confined mostly within the current limits of Phase 1 of the expansion landfill. The future
Phase B MSE wall landfill expansion will require the installation of additional monitoring stations
in conjunction with Phase 3 landfill development.
The following table summarizes the existing installation details for each gas probe. Figure 1
shows the typical construction details for a permanent methane monitoring probe.

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Landfill Gas Monitoring Plan
Landfill Gas Monitoring

4

Table 2 Expansion landfill site existing methane monitoring stations – Phases 1 and 2
Station ID number Total depth Screened interval
MM-1 (retired) 7 Feet 3 - 7 Feet
MM-2 (retired) 14 Feet 2 - 14 Feet
MM-3 14 Feet 2 - 14 Feet
MM-4 2.5 Feet 1.5 - 2.5 Feet
MM-5 4 Feet 2 - 4 Feet
MM-6 5 Feet 2 - 5 Feet
MM-7 5 Feet 2 - 5 Feet
MM-8 4 Feet 2 - 5 Feet
MM 9 7 Feet 2 – 7 Feet
MM 10 10 Feet 2 – 10 Feet
MM 11 40 Feet 2 – 40 Feet
MM-12 37 Feet 5-37 Feet
Notes: (1) See boring logs for subsurface lithology (Appendix B)
(2) See potentiometric surface map for depth to groundwater

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Landfill Gas Monitoring Plan
Landfill Gas Monitoring

5

Figure 1 Typical methane probe construction
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Landfill Gas Monitoring Plan
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Station depths were based on geological formations logged during the installation of the nearest
ground-water monitoring wells, the proposed depth of waste, and the recorded seasonal high
ground-water elevations. All existing stations were installed with screens beginning at the
elevation of the bottom of waste, or slightly above the top of the seasonal low water table
(whichever is higher) and extending upward to approximately 2 feet below grade. Future
monitoring stations will be installed using the same criteria. The final design depths of the future
stations will be determined in the field during borehole installation. Since installation, monitoring
stations MM-1 and MM-2 have been retired. Refer to Figure 2, Groundwater Surface Contour
Map March 4, 2019, for the depth to groundwater.
CLOSED LANDFILL EXISTING STATIONS
Twenty-five monitoring stations (MM-B through MM-K, MM-M through MM-U, MM-W through
MM-Z, and MM-AA through MM-BB) have been installed along the boundary for the closed
landfill. Since installation, monitoring stations MM-H through MM-K, MM-M through MM-T, MM-
W, and MM-Z have been retired.
ACTIVE LANDFILL FUTURE STATIONS
Future landfill gas monitoring stations for Phase 3 of the active landfill will be installed using
4.25-inch inside diameter (ID) hollow stem augers. Once at the desired depth, a 1-inch,
Schedule 40 PVC gas probe will be inserted through the center of the augers. Each probe will
be constructed with flush-threaded joints with a screened interval of 0.010-inch, factory-slotted
well screen. Coarse-grained silica gravel will be placed around the screen interval by gravity
settling. The gravel pack will extend to a minimum of 6 inches above the top of the screen. A 6-
inch minimum bentonite seal will be placed immediately above the gravel pack. The remaining
probe annulus will be sealed to surface grade using a Portland Type I cement mixture. Each
probe station will be protected above grade by a 4-inch square steel locked well box secured in
place with a 2-foot by 2-foot concrete pad. The top of each well probe will be fitted with a
laboratory-type stop-cock valve for gas sample collection. The outside of each station will be
fitted with an identification tag indicating the station number, installation date, driller name and
registration, completion depth, and screened interval.
4.1.2 Gas Migration Monitoring
Reading of the permanent monitoring stations and on site structures will be conducted on a
quarterly schedule. As per existing regulations, the monitoring frequency of individual stations
may be increased if methane is detected above the LEL. Sampling procedure will follow the
manufacturer’s instructions.
All perimeter gas stations shall be monitored for the following parameters.
 Combustible Gas (methane) - with a Landtec GEM 2000 (or equivalent).The station shall
be sufficiently evacuated with the sample pump so that methane concentrations are
constant for at least 30 seconds. The large scale (0-100 percent methane-in-air) shall be
used first. If readings are below 5 percent, the reading will be obtained using the smaller
(0-5 percent methane-in-air) scale.

SOUTH BRANCH CREEKMAINTENANCE BUILDINGRESIDENTIAL DROP-OFFOFFICE BUILDINGPIGGY BACK / OVERLINER AREANORFOLK SOUTHERN RAILROADCLOSED SUBTITLE D FACILITYCLOSED UNLINED FACILITYGRASSY CREEKLEACHATE TANKLOCATIONS820810830840850860870870860
85
0
84
0
83
0
820
8108008
00
81
0
820
830
840850810820830840850880880i1i2
i3i4i5i6TOPOGRAPHY AND OTHEREXISTING SITE FEATURES INSIDEOF DASHED LINE BASED ONJANUARY 6, 2016 AERIAL SURVEY.EXISTING CONDITIONS OUTSIDEOF DASHED LINE BASED ONJANUARY 4, 2014 AERIAL SURVEY.MM-8MM-7MM-6MM-5MM-4MM-3MM-2MM-1MW-12SW-4805.17801.03797.71793.63795.91796.61801.83NBC-1NBC-2HGFEDCBAVUNMLKSW-3MW-1RR858.22MW-6842.02OW-3812.12OW-4804.23OW-12797.38OW-11804.41OW-6811.46MW-9822.75MW-8827.36MW-7831.90MW-6D841.62OW-7DA798.00OW-17D796.53OW-10D802.78880.06MW-19MW-18MW-17MW-16MW-15MW-14MW-13PMW-21847.56MW-20821.52MW-22803.28OW-14D801.27OW-13D802.63OW-7DNMMW-11829.26SW-1SW-2MW-23847.44MW-24825.59SITE LOCATIONIF THIS MEASUREMENT DOES NOT MATCH WHAT IS SHOWN, THE SHEET SIZE HAS BEEN MODIFIED FROM: ANSI DCONSULTANTDESIGNPREPAREDREVIEWAPPROVEDYYYY-MM-DDTITLEPROJECT No.Rev.PROJECTCLIENTPath: \\greensboro\CAD\_2009\09396687 - City of Winston\PRODUCTION\_G - 2017 GW\ | File Name: 0939668718-(2019).dwg
0 1 in0939668718PHASE100DRAWING10 2019-04-08SIBALMDYRRPKHANES MILL ROAD LANDFILLPERMIT NO. 34-02FORSYTH COUNTY, NORTH CAROLINAWINSTON SALEM / FORSYTH COUNTY CITY /COUNTY UTILITIES COMMISSIONGROUNDWATER SURFACE CONTOUR MAPMARCH 4, 2019VICINITY MAPLEGENDNOTES810i1EXISTING 10-FOOT GROUND SURFACE CONTOUR EXISTING 2-FOOT GROUND SURFACE CONTOUR EXISTING ROADMONITORING WELL AND IDENTIFICATIONGROUNDWATER ELEVATION 5 FT CONTOURSGROUNDWATER FLOW ARROWAPPROXIMATE LIMITS OF WASTESURFACE WATER MONITORING POINT METHANE MONITORING POINTPROPERTY LINE1. TOPOGRAPHIC CONTOUR INTERVAL = 2 FEET2. GROUNDWATER SURFACE CONTOUR INTERVAL = 10 FEET3. GROUNDWATER ELEVATIONS MEASURED ON MARCH 4, 2019.4. GROUNDWATER CONTOURS BASED ON LINEAR INTERPOLATION BETWEEN AND EXTRAPOLATIONFROM KNOWN DATA, TOPOGRAPHIC CONTOURS, AND KNOWN FIELD CONDITIONS. THEREFORE,GROUNDWATER CONTOURS MAY NOT REFLECT ACTUAL CONDITIONS.5. GROUNDWATER CONTOUR LINES SHOW THE WATER TABLE SHAPE AND ELEVATION. THESECONTOURS ARE INFERRED LINES FOLLOWING THE GROUNDWATER SURFACE AT A CONSTANTELEVATION ABOVE SEA LEVEL. THE GROUNDWATER FLOW DIRECTION IS GENERALLYPERPENDICULAR TO THE GROUNDWATER SURFACE CONTOURS, SIMILAR TO THE RELATIONSHIPBETWEEN SURFACE WATER FLOW AND TOPOGRAPHIC CONTOURS.6. BASE MAP PROVIDED BY BRADY SURVEYING COMPANY BASED ON JANUARY 4, 2013 AERIAL SURVEY.TOPOGRAPHY AND OTHER EXISTING SITE FEATURES INSIDE OF DASHED LINE UPDATED BASED ONJANUARY 5, 2019 AERIAL SURVEY.7. COORDINATE SYSTEM IS N.C. STATE PLANE GRID.OW-3812.12SW-1HNMNOT MEASURED GOLDER ASSOCIATES NC, INC.Figure 2
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Information from the monitoring will be recorded on the field data form (Appendix A). Any
readings recorded at or above the LEL for methane will be immediately verified and reported as
described in the Contingency Section of this plan.
4.1.3 Reporting of Data and Record Keeping
All monitoring data acquired in the field will be recorded on the field data form (refer to Appendix
A). Copies of the completed quarterly reports, including the original completed field data forms,
will be kept on-site in the Landfill Operating Record for a minimum of two years.
A separate calibration log for the on-site instrument will be kept on-site and will contain the
following information.
 Date and time of calibration.
 Name of person calibrating.
 Serial number and model number of instrument.
 Type of calibration.
 Results of calibration.
4.1.4 Continuous Monitoring of On-Site Structures
Select on-site buildings are equipped with a Sierra Monitor 2001 series (or equivalent)
continuous monitoring device to detect combustible gas concentrations that may accumulate
inside the structures.
The Sierra Monitor 2001 series is rated to detect a wide range of combustible gases and has a
methane detection range of 500 to 10,000 parts per million (ppm) (.05 to 1.0 percent methane-
in-air). The monitor should be installed in an area of the structure where methane gas is most
likely to accumulate. Any verifiable detection of methane in the structures will be addressed and
reported in accordance with the Contingency Section of this LGMP.
4.2 Schedule for Installation of Monitoring Elements
When the City determines that additional permanent monitoring stations are needed, these
stations will be installed and documentation will be submitted to the NCDEQ DWM after
installation.
4.3 Maintenance and Calibration of Monitoring Elements
The City conducts the following maintenance schedule and calibration procedures for the gas
monitoring elements at the landfill. Training of personnel is conducted when necessary.
4.3.1 Maintenance of Permanent Monitoring Stations
A visual inspection of the permanent stations will be conducted quarterly in conjunction with the
monitoring events. The inspection schedule will increase with any increases in the monitoring
schedule. The condition of following elements will be inspected.
 Station label.
 Protective casing and concrete pad.
 Lock.
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 Station surroundings including standing water and vegetation.
Any abnormalities regarding the condition of the station will be noted on the field log and
immediately addressed.
4.3.2 Calibration of Portable Monitoring Instruments
CONTINUOUS MONITORING DEVICES
Continuous monitoring devices will be maintained and calibrated according to the
manufacturers’ recommendations. Maintenance and calibration will be conducted quarterly and
will include the following tasks.
 Verification of power to the monitor.
 Ensuring that there is no interference of air flow to the monitor.
 Exposing the sensor to a sample of calibration gas per the manufacturer's recommended
procedure to verify that the monitor is calibrated correctly.
PORTABLE MONITORING INSTRUMENTS
Portable monitoring instruments such as the Landtec GEM 2000 will be maintained and
calibrated according to the manufacturer's recommended procedure. For a detailed description
of the maintenance and calibration procedures, the instruction manual should be consulted.
5 Contingency Plan
The City will implement the following contingency plan if the landfill gas readings at any
monitoring location exceed the limits set by regulations (see Table 1 – Compliance Levels of
Methane in this plan).
5.1 Contingency Plan Guidelines
If allowable maximum limits for methane gas are exceeded at the facility property boundary or in
on-site structures, the City will take the following steps.
Step 1: Immediately take all necessary steps to ensure protection of human health and notify
NCDEQ.
Step 2: Within seven days of detection, place the methane gas levels detected and a description
of the steps taken to protect human health in the operating record.
Step 3: Within 60 days of detection, develop and implement a remediation plan that describes
the nature and extent of the problem and proposed remedy for the methane gas releases, place
a copy of the plan in the operating record and notify NCDEQ that the plan has been
implemented.
Consistent with the above requirements, notifications will be made either in person or by
telephone followed by a facsimile transmission or letter. The City will also contact the following
agencies or personnel as necessary.
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Table 3 Contingency plan contacts
Agency or personnel Contact Telephone number
City of Winston-Salem Solid Waste Administrator 336-727-7310
City of Winston-Salem Solid Waste Engineer 336-734-1506
City of Winston-Salem Landfill Operation
Superintendent
336-430-6172
NCDEQ – Emergency Notification Environmental Specialist 336-776-9672
Fire Department -- 336-727-8000

5.2 Contingency Plan - On-site Structures
The following contingency plan for responding to the detection of excessive methane gas
quantities detected in all onsite buildings will be implemented by the City.
5.2.1 Immediate Action
 The affected building(s) would be vacated for a period of time determined by the
appropriate emergency officials and all necessary steps will be taken to ensure
protection of human health.
 The landfill operations superintendent, the occupants of the building(s), and the
personnel listed in Table 3 Contingency Plan Contacts will be contacted.
 Notify NCDEQ.
 Following the evacuation, the building(s) will be monitored by City personnel to
determine the extent and source of the methane. Remedial actions such as sealing
cracks or connections would be taken as necessary.
5.2.2 Action within 7 Days
The landfill staff will prepare and place in the operating record a brief report to include, at a
minimum, the following information.
 Results of original and any additional monitoring.
 Summary of actions taken included in Immediate Action section of this LGMP.
5.2.3 Action within 60 Days
PREPARE A REMEDIATION PLAN
A remediation plan will be prepared to address at least the following issues.
 Nature and extent of the problem.
 Proposed long term remedial action(s).
IMPLEMENTATION OF THE PLAN
NCDEQ will be notified that the Plan has been implemented.
5.3 Contingency Plan - Facility Property Boundary
The City's proposed contingency plan for responding to excessive methane gas quantities at the
facility property boundary is provided below.
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5.3.1 Immediate Action
 Landfill personnel will be directed away from the affected area and all necessary steps
will be taken to ensure protection of human health.
 The affected area will be monitored daily for a period of time to confirm the methane
concentration.
 If monitoring reports are positive, areas adjacent to the affected zone (including the
property line, utility trenches, and off-site buildings and structures) shall be monitored or
screened by designated personnel.
 If the methane gas quantities exceed the LEL at the facility boundary, the landfill
manager and the personnel listed in Table 3 Contingency Plan Contacts of this plan,
may be contacted.
 Notify NCDEQ.
5.3.2 Action within 7 Days
The landfill manager will prepare and place in the operating record a brief report to include, at a
minimum, the following information.
 Results of original and any additional monitoring.
 Summary of actions taken included in Immediate Action section of this LGMP.
5.3.3 Action within 60 Days
PREPARE A REMEDIATION PLAN
A remediation plan will be prepared to address at least the following issues.
 Nature and extent of the problem.
 Proposed long-term remedial action(s) such as installation of passive or active gas
control system.
A copy of the remediation plan will also be placed in the landfill operating record for the facility.
NCDEQ will be notified that the remediation plan has been implemented.
BAR-HOLE PROBE INSTALLATION AND MONITORING PROCEDURE
Bar-hole probes may be temporarily installed as part of a remediation plan and monitored along
the perimeter boundary of the landfill. Bar-hole probes may be used for identifying and tracking
methane migration plumes, as described in the Contingency Plan section, and as a substitute
monitoring method for damaged or malfunctioning permanent probes.
Prior to conducting bar-hole probing, the area will be checked for any subsurface utilities,
conduits, or pipelines. If water or mud covers the desired probe location, then the probe will be
offset to a nearby dry portion of the permit boundary or temporarily eliminated from the
monitoring round. All precautions shall be taken to eliminate the introduction of moisture into the
monitoring instrument. Any abnormalities in the probe location will be noted on the field data
form (refer to Appendix A).
The bar-hole procedure will involve pushing a 1/2-to 3/4-inch diameter metal rod a minimum of
2-3 feet into the subsurface soils. Upon removal of the metal rod, a probe connected to Landtec
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GEM 2000 or equivalent will be immediately inserted into the hole and sealed to minimize air
infiltration into the sample. A measurement of the sample, along with other pertinent data, will
be taken and recorded on the field data form located in Appendix A. Readings from the probe
hole will be taken first with the instrument in the “HIGH” or 0-100 percent methane-in-air range.
If a reading above 5 percent cannot be maintained during evacuation for at least 30 seconds,
then the measurement shall be repeated with the instrument in the “LOW” or 0-5 percent
methane-in-air (0-100 percent of the LEL) range. Upon completion of the monitoring, the probe
hole will be backfilled with native soil.
If concentrations of methane are measured at or above the LEL, additional bar-hole probes will
be installed to assess the lateral extent of the migration. The additional probes will be placed in
a radial pattern starting at the initial probe location and working in 5-foot increments outward.
The pattern will continue until readings of 0 percent methane are obtained. Information from this
monitoring procedure will be recorded on graph paper to determine the extent of the migration.
The information will be submitted to NCDEQ in the Semiannual Ground-Water Monitoring
Report. If it is determined that off-site migration exists above the LEL, the information, along
with any proposed mitigation measures, will be submitted in accordance with the Contingency
Plan section of this LGMP.
The bar-hole probe equipment will be maintained between monitoring events. Maintenance
associated with the bar-hole probe monitoring includes ensuring plunger bar is clean and free of
damage.
IMPLEMENTATION OF THE PLAN
NCDEQ will be notified that the remediation plan has been implemented.
6 LFG Control System Installation and Monitoring
An active landfill gas control system has been installed as a mitigation measure within both the
closed landfill and the active expansion landfill to prevent the off-site migration of landfill gas.
The current landfill gas collection wells and piping for the closed landfill and active expansion
landfill are shown on Sheets 00G-05 and 00G-06 of the Facility Plan Drawings, respectively.
The City understands that the active gas collection system will need to be expanded within the
active Phase 2 area and future Phase 3 ofthe landfill expansion area to control non-methane
organic carbon (NMOC) emissions. Any active gas collection system expansion required will be
integrated into this LGMP after it is installed.
The results of any landfill gas monitoring event, described in Landfill Gas Monitoring section of
this LGMP, will be presented to NCDEQ for review. If modifications to the existing LFG control
system are required at the landfill to control or prevent off-site gas migration, the City can
pursue one of the following two alternatives.
 Passive Gas Control System, or
 Active Gas Control System.
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6.1 Passive Gas Control System
Passive vents can release some of the pressure of landfill gas within the waste, thus reducing
the amount of localized gas migration. A typical passive gas control system utilizes gas "vents"
that are simple in design and require low maintenance.
A passive gas control system consists of gas vents installed in the refuse. The passive vents will
vent freely into the atmosphere, thereby reducing subsurface pressure and controlling local
lateral migration of the gas. The vent wells should be designed and spaced so that the system
could be converted into an active gas control system, if necessary, in the future (see the Active
Gas Control System Section).
The locations of the passive vents are determined using any one, or a combination, of the
following three methods.
6.1.1 Surface Monitoring and Observations
Observations of the surface conditions at the site can aid in determining the best location for
passive vents. Venting cracks, stressed vegetation, and odors are all indicative of gas migrating
through the soil cover. In addition, monitoring of the surface may be conducted to locate less
visible emission sources.
6.1.2 Subsurface Pressure
If feasible, subsurface soil pressure measurements can be taken within the landfill permit limits
to determine areas of increased pressure. Gas vents can then be installed to release the
pressure.
6.1.3 Proximity
Passive vents should be installed in close proximity to the area of concern. One or more vents
can be installed next to the permanent station, bar-hole probe, or facility structure that contained
methane above the designated limits. Additional vents may be installed until the area of concern
is mitigated.
The passive gas system performance monitoring is conducted on a quarterly basis and
increased to a monthly basis if necessary. Monitoring methods are described in Landfill Gas
Monitoring section of this Plan.
6.2 Active Gas Control System
An active gas control system consists of a collection system plus a utilization or control system.
The design of the system components depends upon the site-specific conditions.
The main components of an active gas collection system are the gas collection system and the
gas utilization or control system.
6.2.1 Gas Collection System
The main components of a gas collection system are gas wells, gas collection headers with
appropriate fittings and supports, and the moisture/condensate removal and collection system. It
is anticipated that vertical wells will be used rather than horizontal wells. Horizontal wells require
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installation during filling, while vertical wells may be installed at any time. The locations of the
vertical wells will be determined in a manner similar to locating the passive gas control vent
system.
6.2.2 Gas Utilization or Control System
Two common types of gas utilization or control systems are LFG flare systems and
cogeneration systems. Selection of the system depends on several factors including LFG flow
rates, quality, and cost-benefit analysis. Measurements can be performed to determine whether
the methane can be economically collected and utilized as a fuel source.
If economical, a cogeneration system may be installed. Typically, a cogeneration system
includes a gas treatment plant, gas turbine(s) or internal combustion engine(s) and generating
set(s), and other ancillary equipment.
If the methane cannot be collected and utilized economically, a system consisting of open gas
flare units will be installed. A flare system will typically consist of gas blower(s), flares, moisture
separators, and a detailed safety system.
Gas currently collected at the landfill is converted to electricity by two engines located within the
gas facility which is owned and operated by a third party. The electricity is sold to the power
grid. On on-site flare is used to combust excess gas or to destroy the gas when the facility is not
operational.
7 Safety
Prior to beginning a monitoring procedure, the landfill technician must understand the potential
dangers associated with landfill gas. Not only is landfill gas explosive, it can also present the
following other hazards.
 Landfill gas may cause asphyxiation through oxygen displacement. Proper procedures
must be followed when entering confined spaces which may be potential receptors of
migrating landfill gas.
 Some of the possible trace contaminants associated with landfill gas, such as hydrogen
sulfide (H2S), are extremely toxic. Technicians must be trained in the indicators of H2S
such as its recognizable odor (rotten egg) at low concentrations.
At a minimum, the following items should be addressed by the technician, in addition to any site-
specific safety procedures to reduce the chance of injury.
 Be aware of the hazards of landfill gas as mentioned above.
 Practice confined space entry procedures when entering structures that have been
evacuated due to the possible presence of landfill gas in confined space.
 Always practice the “buddy” system (i.e., work with a partner who remains outside of the
area of possible exposure) when monitoring for landfill gas.
 Know where all firefighting equipment (i.e., extinguishers, hoses, etc.) is stored and
ensure that it is well maintained.
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 Determine whether additional personal safety equipment is necessary.
 Do not smoke or allow others nearby to smoke while monitoring for landfill gas, or at any
time when near landfill waste.
 Know how the monitoring instruments work and how to operate and calibrate them
properly.
 Determine where all nearby subsurface utilities are prior to bar-hole probing.
 Do not use odor as a primary indicator of landfill gas migration.
 Inform the landfill manager or your supervisor of any possible hazards, no matter how
small they may appear.

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Landfill Gas Monitoring Plan
Appendix A - Field Data Form

A
Appendix A - Field Data Form

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Appendix A - Field Data Form

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Revised – March 6, 2017
NC Division of Waste Management - Solid Waste Section
Landfill Gas Monitoring Data Form

Notice: This form and any information attached to it are "Public Records" as defined in NC General Statute 132-1. As such, these documents are
available for inspection and examination by any person upon request (NC General Statute 132-6).

Facility Name: Permit Number:
Sampling Date: NC Landfill Rule (.0500 or .1600):

Sample Collector Name & Position:

Gas Meter Type & Serial Number: Gas Meter Calibration Date:

Field Calibration Date & Time:

Field Calibration Gas Type (15/15 or 35/50): Field Calibration Gas Canister Expiration Date:

Gas Meter Pump Rate:

Ambient Air Temperature: Barometric Pressure (in. or mm Hg): Weather Conditions:

Instructions: Under “Location or LFG Well”, list monitoring well # or describe monitoring location (e.g., inside field office).
Attach a test location map or drawing. Report methane readings as both % LEL and % CH4 by volume.
Convert % CH4 (by volume) to % LEL as follows: % methane (by volume)/20 = % LEL.
*Hydrogen Sulfide (H2S) gas monitoring may be required for Construction & Demolition Landfills (CDLFs). See
individual permit conditions and/or Facility LFG monitoring plan.

Location or
LFG Well ID
Sample
Tube
Purge

Time of
Day
Time
Pumped
(sec)
Initial
% LEL
Stabilized
% LEL
% CH4
(volume)

% O2
(volume)

% CO2
(volume)

% H2S*
(volume)

NOTES

NOTE: If needed, attach additional data forms to include additional LFG monitoring data locations for the facility.

ACTION LEVELS: Methane: >1.25% by volume (inside structures) AND >5% by volume (at facility boundary)
Hydrogen Sulfide: >1% by volume (inside structures) AND >4% by volume (at facility boundary)

Certification
To the best of my knowledge, the information reported and statements made on this data submittal and attachments
are true and correct. I am aware that there are significant penalties for making any false statement, representation,
or certification including the possibility of a fine and imprisonment.

SIGNATURE TITLE

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Appendix B – Boring Logs

B
Appendix B – Boring Logs

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Landfill Gas Monitoring Plan
Appendix B – Boring Logs

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HDR Engineering, Inc. of the Carolinas
301 N Main Street, Suite 2030
Winston-Salem, NC 27101-3836
336.955.8250
NC License F0116
hdrinc.com
© 2019 HDR, Inc., all rights reserved
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Permit Amendment G – Closure Plan

G
G – Closure Plan

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Closure Plan
Hanes Mill Road Landfill
Winston-Salem/Forsyth County Utilities

Winston-Salem, North Carolina
December 2019
Revised JulySeptember 2020

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Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Closure Plan Contents
i
Contents
1 Cap System Background ................................................................................................... 1
2 Cap System Design ........................................................................................................... 1
3 Final Contour Requirements .............................................................................................. 2
4 Cap System Material Requirements .................................................................................. 3
4.1 Phase A MSE Wall Landfill Expansion ........................................................................... 3
4.2 Conceptual Phase B MSE Wall Landfill Expansion ........................................................ 3
5 Surface Water Control Measures ....................................................................................... 3
6 Permanent Erosion Control Measures ............................................................................... 4
7 Settlement Subsidence and Displacement ........................................................................ 4
8 Leachate Control ................................................................................................................ 5
9 Landfill Gas Collection System .......................................................................................... 5
10 Schedule for Closure .......................................................................................................... 5
11 Notice of Closure and Date of Final Waste Acceptance .................................................... 5
12 Implementation of Closure Plan ......................................................................................... 5
13 Closure Verification ............................................................................................................ 6
Tables
Table 1 Cap system requirements – Phase A MSE wall landfill expansion .................................. 3
Table 2 Cap system requirements – conceptual Phase B MSE wall landfill expansion................ 3

Appendices
Appendix A – Pilot Study Approval Letter

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Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Closure Plan Cap System Background
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1 Cap System Background
In compliance with the NCDEQ Solid Waste Management Rules, the MSE wall landfill
expansion will place a final cap system over all waste placed in the proposed expansion. The
layers of the cap system will be designed and constructed in accordance with Rule .1627 (c)(3),
to minimize infiltration and erosion. It is estimated that the gross landfill capacity at completion
of the Phase A MSE wall landfill expansion will be 12,800,000 cubic yards for the expanded 70
acre foot print. The estimated additional gross landfill capacity at completion of the Phase B
MSE wall landfill expansion is 4,700,000 cubic yards within an additional 24 acre footprint. The
combined gross landfill capacity (Phase A and Phase B MSE wall landfill expansions) is
therefore estimated to be approximately 17,500,000 cubic yards within a lined footprint of
approximately 94 acres. The maximum area requiring a cap at any one time is anticipated to be
approximately 5870 acres.
On October 24, 2016 the Hanes Mill Road Landfill received conceptual approval from the
NCDEQ to proceed with a Pilot Study to demonstrate the effectiveness of two types of exposed
geomembranes for final cover. See Appendix A for this approval. This Pilot Study will consist of
approximately 9 acres near the south side of Phase 1, Cell 1. On June 30, 2017, the City
submitted a Final Permit Modification Application for the Alternative Final Cover System Pilot
Project containing additional information requested by NCDEQ. Subsequently, NCDEQ
responded on April 9, 2018 with comments on the permit modification that have not yet been
addressed. The results of this study may affect the final cover design of the western landfill
expansion and the proposed MSE wall landfill expansion. Since the area designated for the Pilot
Study is within the limits of the Phase A MSE wall landfill expansion, the study will be postponed
until after the Phase A MSE wall is constructed and the area designated for the study has been
filled to final grade with waste. In the interim, this permit amendment proposes the use of the
previously permitted cap system design.
2 Cap System Design
The desired cap system design may change as new technologies develop. The cap system
designed will be checked prior to closure, revised and permitted as appropriate. A cap
consisting of a compacted soil liner and a geomembrane liner will be incorporated in the cap
system design to provide protection throughout the 30-year post-closure period and beyond.
The regulatory prescriptive system consists of five layers (bottom up); the compacted soil liner,;
a geomembrane,; a drainage geocomposite;, a vegetative support soil layer;, and a topsoil
layer. The geomembrane and compacted soil liner form a composite barrier designed to reduce
infiltration into the landfill expansion, thus minimizing leachate and the potential for groundwater
contamination. The vegetative support and topsoil layers are designed to protect the composite
barrier and to support the establishment of vegetation on the cap.
The expansion landfill may use on-site or off-site borrow material for the compacted soil liner.
The compacted soil liner will consist of no less than 18 inches of soil having permeability equal
to or less than 1 x 10-5 cm/sec. In order to assure that the material meets the permeability
criteria, the soil will be tested prior to use and after placement. Testing requirements will be
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Closure Plan Final Contour Requirements
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outlined in the final closure plan. It is anticipated that the upper six inches of the intermediate
cover will be suitable for compaction and incorporation into the compacted soil layer.
Construction methods for the compacted soil liner shall be based upon the type and quality of
the borrow source and shall be verified in the field by constructing test pad(s). A professional
engineer shall certify that the compacted soil liner installation conforms to the plans approved by
the NCDEQ Division of Waste Management.
While NCDEQ rules require that the vegetative support soil layer shall consist of no less than six
inches of earthen material capable of sustaining native plant growth, it is anticipated that the
vegetative support soil layer for closure of the expansion landfill will consist of 12 inches of
suitable on-site borrow material. That 12-inch layer will then be covered with a six-inch topsoil
layer.
The materials of the vegetative support soil layer will be selected considering: soil type, nutrient
levels, pH, erodibility, sideslope drainage, and other factors. The vegetation (typically a mixture
including Kentucky Fescue) should be selected based on the following criteria.
• Species of grasses which are locally adapted and resistant to drought or temperature
extremes.
• Having roots which will not disrupt the drainage geocomposite.
• Ability to thrive in low nutrient soil and develop a good stand to resist erosion.
• Able to survive and function with little or no maintenance.
All cover material will be free of putrescible material, solid waste, vegetation, large rocks,
construction debris, frozen soil, and other deleterious materials. Seismic and static slope
stability analyses have been performed and can be found in the MSE Wall Appendix C and
Appendix D of the Geotechnical Engineering Report section provided within Part J of this Permit
Amendment.
3 Final Contour Requirements
The maximum proposed final elevation contours for closure based on the Phase A MSE wall
landfill expansion and the conceptual Phase B expansion are shown on Sheets 00C-10 and
00C-11, respectively, of the Facility Plan Drawings. These contours have been established to
reflect the design depth of municipal solid waste, intermediate cover material (representing an
initial total of 12 inches and a final total of 6 inches with the other six inches incorporated into
the compacted soil liner), and the final cover system (representing a total of three 3 feet of soil).
The sideslopes of the final cap will be sloped at a maximum of 3:1, with a maximum elevation of
1026’ AMSL which is the maximum fill elevation indicated in the Site Study for the western
landfill expansion area.
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Closure Plan Cap System Material Requirements
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4 Cap System Material Requirements
4.1 Phase A MSE Wall Landfill Expansion
Table 1 lists the anticipated quantities of closure materials required if the landfill is closed after
filling is complete within the Phase A MSE wall landfill expansion and assuming no future cell
construction north of Phase A. The estimates assume the final grading shown on Sheet 00C-10
of the Facility Plan drawings, a closure area of approximately 70 acres, and the cap system
described in Section 2.0 of this Closure Plan.
Table 1 Cap system requirements – Phase A MSE wall landfill expansion
Material Quantity
18-inch Compacted soil liner 169,000 CY
12-inch Vegetative support soil layer 113,000 CY
6-inch Top soil layer 56,000 CY
Geomembrane 3,049,000 SF
Drainage geocomposite 3,049,000 SF
4.2 Conceptual Phase B MSE Wall Landfill Expansion
Table 2 lists the anticipated quantities of closure materials required if the landfill is closed after
filling is complete within the conceptual Phase B MSE wall landfill expansion. The quantities
assume that the approximate 58 acres of the Phase A MSE wall landfill expansion that achieve
final grade will have the cap system constructed as a previous stage of closure. The Phase B
maximum closure area is therefore assumed to include a total of 36 acres of which 20 acres are
within the Phase 3 landfill footprint and 12 acres are within the overlap area of Phase 3 onto
Phase 2. The estimates assume the final grading shown on Sheet 00C-1011 of the Facility Plan
drawings and the cap system described in Section 2.0 of this Closure Plan.
Table 2 Cap system requirements – conceptual Phase B MSE wall landfill expansion
Material Quantity
18-inch Compacted soil liner 87,000 CY
12-inch Vegetative support soil layer 58,000 CY
6-inch Top soil layer 29,000 CY
Geomembrane 1,568,000 SF
Drainage geocomposite 1,568,000 SF
5 Surface Water Control Measures
The proposed MSE wall landfill expansion area is designed to have top slopes of 8 percent and
side slopes of 3H:1V. Final contours have been established to allow the landfill expansion
surface water to drain off the final cover while limiting erosion potential and maintaining post
settlement slopes greater than 5 percent. Surface water runoff from the top slopes is intercepted
by diversion berms that separate the top slopes from the side slopes and is carried off of the
cover via buried pipe slope drains. The side slopes incorporate a system of tack-on berms to
limit surface water flow length. The vertical spacing of the side slope terraces is approximately
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Closure Plan Permanent Erosion Control Measures
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40 feet. The side slope tack-on berms will drain at a 2 percent slope into the slope drains which,
in turn, drain to the perimeter drainage channel which is located either on the perimeter berm
(where MSE walls are not located) or on top of the MSE wall. The perimeter drainage channel
constructed on top of the MSE wall will be lined with 60 mil HDPE geomembrane in order to
avoid erosion of the compacted structural fill beneath the channel and to prevent saturated
conditions from developing within the MSE wall backfill. A Jersey barrier concrete splash wall
will be placed on the opposite side of the perimeter drainage channel from the slope drains in
order to contain the discharge in the channel and prevent stormwater from overtopping the MSE
wall. The surface waters will be conveyed by the perimeter drainage channel to one of five
existing sedimentation basins located adjacent to the landfill expansion. The lined perimeter
drainage channel on top of the MSE wall will flow to precast concrete open throat catch basins
that will extend vertically to below the reinforced zone of the MSE wall where reinforced
concrete discharge pipes will direct the stormwater beneath the MSE wall and to the sediment
basin. Riprap lined outlet aprons located at the end of the discharge points will protect the
discharge pipes and sediment basins from erosion. The surface water control design
calculations may be found in this permit amendment’sthe Ccalculations section provided in Part
K of this permit amendment. The Phase A and Phase B MSE Wall Final Cover Grading and
Drainage Plans are provided on Sheets 00C-10 and 00C-11 of the Facility Plan Drawing located
in Part L of this permit amendment. Stormwater management details are provided on Sheets
00C-22, 00C-23, and 00C-24.
6 Permanent Erosion Control Measures
The expansion landfill is situated near an intermittent stream at the southern end of the site and
adjacent to Grassy Creek. A system of drainage channels and existing sedimentation basins will
be used to protect the intermittent stream and Grassy Creek from sediment laden runoff. The
sedimentation basins were designed to control the 25-year storm event and achieve a minimum
of 70 percent efficiency in settling a sediment particle with a diameter of 40 microns. The
sedimentation basin design calculations may be found in the this permit amendment’s
Ccalculations provided in Part K of this permit amendmentsection.
The proposed MSE wall expansion has been designed such that the contributing drainage area
flowing to each existing sediment basin does not exceed the originally designed drainage areas;
therefore, modifications to the existing sediment basins or discharge structures are not required.
7 Settlement Subsidence and Displacement
Landfill compaction methods which include the use of steel-wheeled compaction equipment to
spread and compact in layers, combined with an adequate number of passes over each layer of
waste, will be utilized to reduce voids and minimize differential settlement. Proper placement of
daily, intermediate, and final cover will reduce the moisture content of the waste prior to site
closure and further reduce settlement. Final slopes of the landfill expansion have been
developed to allow for this anticipated subsidence so that long-term positive drainage of the fill
will not be hindered. Slopes will be maintained in order to prevent ponding and allow for proper
drainage without infiltration. If vertical or horizontal displacement occurs due to differential
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Closure Plan Leachate Control
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settlement, cracks will be filled with appropriate material and final cover will be reestablished.
Excessive vertical displacement is not anticipated.
8 Leachate Control
The installation of the final cap system over the fill area will greatly reduce infiltration of surface
water and lessen the amount of leachate generated. The landfill expansion area has a
comprehensive surface and groundwater monitoring program to detect any potential leachate
migration problems. This program, which is discussed in Water Quality Monitoring Plan, will be
continued throughout the post-closure care period.
9 Landfill Gas Collection System
An active landfill gas collection system has been installed within Phase 1 of the previously
permitted landfill expansion to allow movement of gas generated from the waste to the gas
facility where it is converted to electricity by two engines for sale to the power grid. The landfill
gas collection system will be extended into Phase 2 as it is filled with waste; future Phase 3 of
the landfill when it is permitted, constructed, and filled with waste; and into the additional landfill
airspace created by the Phase A and Phase B MSE wall landfill expansions when these areas
are constructed and filled with waste. The collection system and gas facility are presently
maintained by an independent contractor.
10 Schedule for Closure
The design of the landfill expansion in combination with the maintenance plan should assure a
fairly uncomplicated closure period. The closure of the entire unit, or portions thereof, will be
completed within 180 days unless an extension has been requested and received due to
changes in the anticipated schedule. A closure date has not been set for the facility at this time
as the City is evaluating several potential landfill expansion options.
11 Notice of Closure and Date of Final Waste
Acceptance
A sign indicating the anticipated date of landfill closure and the date of final waste acceptance
will be conspicuously posted at the facility at least 30 days in advance. The landfill may take
other steps to notify the public of the planned closure. Prior to beginning closure of the unit or
portions thereof, the NCDEQ Department of Solid Waste Management will be notified that a
notice of intent to close has been placed in the operating record.
12 Implementation of Closure Plan
The closure plan will be implemented as soon as possible from the date of final waste
acceptance and completed in accordance with state regulations. If the closure plan needs to be
amended to reflect actual conditions or to incorporate revisions to the cap system or surface
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Closure Plan Closure Verification
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water control measures, it shall be submitted to the NCDEQ SWS for review and approval by
NCDEQ SWS no later than 90-working prior to initiating closure activities.
13 Closure Verification
The following procedures will be implemented following closure.
• A Construction Quality Assurance (CQA) report shall be submitted to the NCDEQ
Division of Waste Management. This report shall describe the observations and tests
used before, during, and upon completion of construction to ensure that the construction
materials meet the cap design specifications and the construction and certification
requirements. The CQA report shall contain as-built drawings.
• A signed certification from an independent registered professional engineer verifying that
closure has been completed in accordance with the closure plan will be submitted to the
NCDEQ Division of Waste Management.
• At least one sign notifying all persons of the closing of the phase and that wastes are no
longer accepted will be posted. Suitable barriers will be installed as necessary at former
accesses to prevent new waste from being deposited.
• Within 90 days, a survey plat, prepared by a professional land surveyor registered by the
State, indicating the location and dimensions of landfill disposal areas, will be submitted
to the Forsyth County Register of Deeds.
A notation shall be recorded on the deed notifying any potential purchaser of the property that
the land has been used as a solid waste management unit and that future use is restricted
under Rule .1627(c)(8). A copy of the deed notation as recorded shall be filed with the operating
record.

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Closure Plan Appendix A – Pilot Study Approval Letter

A
Appendix A – Pilot Study
Approval Letter

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Closure Plan Appendix A – Pilot Study Approval Letter

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HDR Engineering, Inc. of the Carolinas 301 N Main Street, Suite 2030 Winston-Salem, NC 27101-3836 336.955.8250 NC License F0116
hdrinc.com
© 20202019 HDR, Inc., all rights reserved
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Permit Amendment H – Post Closure Plan

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H – Post Closure Plan

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Permit Amendment H – Post Closure Plan

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Post Closure Plan
Hanes Mill Road Landfill
Winston-Salem/Forsyth County Utilities

Winston-Salem, North Carolina
December 2019
Revised July September 2020

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Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Post Closure Plan Contents
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Contents
Contents ......................................................................................................................................... i
1 Introduction ............................................................................................................................. 1
2 Post-Closure Contact ............................................................................................................. 1
3 Description of Use .................................................................................................................. 1
4 Maintenance ........................................................................................................................... 2
4.1 Repair of Security Control Devices .................................................................................. 2
4.2 Erosion Damage Repair ................................................................................................... 2
4.3 Correction of Settlement, Subsidence, Displacement, and Leachate Breakout .............. 2
4.4 Leachate Collection System ............................................................................................ 3
4.5 Closure of Storage Tanks ................................................................................................ 3
4.6 Repair of Run-On/Run-Off Control Structures ................................................................. 4
4.7 Gas Collection System ..................................................................................................... 4
4.8 Groundwater Monitoring System ..................................................................................... 4
5 Monitoring Plan ...................................................................................................................... 5
5.1 Inspection Frequencies .................................................................................................... 5
5.2 Groundwater Monitoring .................................................................................................. 5
6 MSE Wall Inspections and Maintenance ................................................................................ 6
6.1 MSE Wall Inspections ...................................................................................................... 6
6.2 MSE Wall Monitoring Plan ............................................................................................... 7
6.3 MSE Wall Maintenance .................................................................................................... 7
6.4 MSE Wall Contingency Plan ............................................................................................ 7
7 Engineering Certification ........................................................................................................ 7
8 Financial Assurance ............................................................................................................... 8

Tables
Table 1 Post-closure inspection frequencies ............................................................................... 5

Appendices
Appendix A – Historical Financial Assurance Submittals
Appendix B – Historical Financial Assurance Letter
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Post Closure Plan Contents
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Appendix C - Financial Assurance Cost Estimate for Phase A MSE Wall Landfill Expansion

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Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Post Closure Plan Introduction
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1 Introduction
This Post-Closure Plan has been developed to outline steps to be taken to ensure the
environmental soundness of the currently closed Unit 1 (lined and unlined totaling 181 acres) as
well as the active Western Landfill Expansion (approximately 94 lined acres incorporating both
the proposed Phase A and conceptual Phase B MSE wall landfill expansions) during their post-
closure care period. The post-closure period begins when the Closure Verification Report is
submitted to NCDEQ. The post-closure care period will be in accordance with the latest NC
regulations, 15A NCAC 13B .1627 (d). and will consist of the following.
• Maintaining integrity and effectiveness of final cover system.
• Performing groundwater and surface water monitoring.
• Maintaining and operating a gas monitoring system.
• Maintaining run-on/run-off controls.
No wastes will remain exposed after closure of the unit. Access to the closed site by the public
or domestic livestock will not pose a health hazard.
2 Post-Closure Contact
All correspondence and questions concerning the post-closure care of the unit should be
directed to:
Solid Waste Administrator
City of Winston-Salem
Hanes Mill Road Landfill
325 West Hanes Mill Road
Winston-Salem, NC 27105
336-747-7310
3 Description of Use
After filling operations cease at the landfill expansion area and the unit is officially closed in
accordance with the Closure Plan, the area will be allowed to return to a natural vegetative
state. The City will maintain control of the property. The City may develop the land for
recreational uses such as greenways, parks, etc.
The Unit 1 lined and unlined areas have previously been closed and are currently subject to the
requirements of the previously approved post-closure plan.
There will be an access road on the cap to allow proper maintenance during post-closure. Final
location of the access will be determined as a part of operations.
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Post Closure Plan Maintenance
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4 Maintenance
4.1 Repair of Security Control Devices
All security control devices will be inspected and maintained as necessary to ensure access to
the site is controlled. Locks, vehicular gates, and fencing will be replaced if functioning
improperly. Warning signs will be kept legible at all times and will be replaced if damaged by
inclement weather or vandalism.
4.2 Erosion Damage Repair
If erosion of the final cover occurs during post-closure, the affected area will be repaired and re-
seeded as necessary. Excessive slopes will be flattened if possible by adding clean fill material.
If necessary, erosion control fabrics will be used to expedite rapid re-vegetation of slopes and to
secure topsoil in place. Rough surfaces which cause isolated erosion areas will be smooth and
re-seeded as necessary.
4.3 Correction of Settlement, Subsidence, and Displacement,
and Leachate Breakout
Slopes will be maintained in order to prevent ponding and allow for proper drainage without
infiltration. If vertical or horizontal displacement occurs due to differential settlement, cracks will
be filled with appropriate material and final cover will be reestablished. Excessive vertical
displacement is not anticipated.
If there is visible evidence that a leachate breakout has discharged outside the containment, the
City will orally notify NCDEQ within 24 hours of the discovery. The City will investigate the
potential impacts on the environment in the area of the leachate breakout. The City will develop
a remediation plan tailored to the specific leachate breakout. Once the remediation is complete,
the City will notify the NCDEQ. Both the remediation plan and the documentation of repair will
be included in the operating record.
Potential measures to remediate leachate breakouts include, but are not limited to, the
following:
• Temporary collection of leachate lined sumps and pumping to portable storage tanks for
later disposal until the breakouts can be remediated;
• Excavation of the breakout within the lined landfill area, installation of permeable gravel
layer to allow vertical permeation of leachate into the underlying waste, and installation
of a compacted clay plug over the gravel;
• Installation of French drains to collect the leachate and direct it to the leachate collection
system such as through leachate cleanout risers; and
• Repairs to the cap system to prevent the breakouts.
Where necessary, the final cap system will be repaired in accordance with the specifications
and CQA Plan provided in Parts I and C of this permit amendment after the breakouts are
remediated.
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Post Closure Plan Maintenance
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4.4 Leachate Collection System
Collection and removal of leachate generated from waste will be accomplished by a system of
perforated HDPE pipes installed within stone-filled trenches. Leachate will be collected by
gravity within the unit and pumped to the on-site storage tanks before it is discharged to a
gravity sewer main where it flows to the wastewater treatment facility.
In order to maintain the free flow of leachate collection pipes, the pipes will be cleared of debris
using the cleanout riser pipes for access. All leachate collection lines shall be designed and
constructed to permanently allow cleaning and remote camera inspection. All leachate collection
lines shall be cleaned as found necessary for proper function and to address buildup of leachate
over the liner. Remote camera inspections of the leachate collection lines shall occur at least
once every five5 years during the post closure period and following the clearing of blockages. If
leachate pipes fracture, leachate will flow through the stone trench backfill material. A
continuous granular blanket will allow drainage of leachate even in the event of total failure of
the leachate collection lines.
The closed lined unit and the western landfill expansion unit systems include leachate collection
pipes underneath the waste that drain to gravity headers. These headers in turn flow by gravity
to the sumps. The closed lined unit’s leachate flows to sumps located in Cells 1, 2, and 3a. The
western landfill expansion leachate flows to Sumps 1 and 2 located in Phase 1, Cells 1A and 1C
respectively. Leachate in the sump areas is pumped up sideriser pipes to the above-ground
storage tanks. The leachate is then gravity drained to an existing gravity sewer main located to
the west of the closed landfill. The sewer main ultimately discharges into the City/County-owned
wastewater treatment facility for final treatment.
The proposed MSE wall landfill expansion will tie into the existing Phase 1 and Phase 2
leachate collection systems as well as the future Phase 3 leachate collection system of the
western landfill expansion. Existing leachate cleanouts and sump risers will be extended to the
top of the MSE wall.
The sideriser pumps will be maintained in good working order throughout post-closure. Since
leachate volume will be decreased during post-closure, the maintenance schedule will be
adjusted in accordance with manufacturer’s recommendations. As during landfill operations, a
high-level alarm system will be in place to warn of pump failure or other system breakdowns.
Further, due to the design of the system, the high-level alarm will serve as a monitoring system
for prevention of greater than 1 foot of leachate head on the liner system.
4.5 Closure of Storage Tanks
After closure of the landfill expansion area has been achieved, the generation of leachate will
eventually curtail. The flow rate immediately after closure should decrease to less than 100
gallons/acre/day (gpapd). Toward the end of the 30-year post-closure period, the flow should
approach zero, at which time the storage tanks will not be required. The following procedures
will be followed to properly close the storage tanks.
• Completely drain and remove all liquids, sludges, sediments, etc. from the storage tanks.
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Post Closure Plan Maintenance
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• Disassemble the tank, piping, and appurtenances and dispose of the contents in a
manner approved by NCDEQ.
• All components of the on-site leachate storage facility will be removed as per Rule 15A
NCAC 13B.1680(f)(2), i.e. within 180 days of liquid collection cessation.
• Sample and analyze the soil for appropriate constituents inherent to leachate. Assess
the results for evidence of contaminant migration.
• If contamination of underlying soils is exhibited, perform an assessment as to the degree
of contamination and develop remedial actions.
• Obtain approval of NCDEQ for the assessment and associated remedial measures.
• Perform the remedial actions as necessary to limit any threats to public health and the
environment.
• Install permanent vegetation in the vicinity of the containment area. Activities may
include filling, grading, topsoiling, and seeding.
4.6 Repair of Run-On/Run-Off Control Structures
All side slope tack-on berms, slope drains, ditches, and perimeter channels will be repaired,
cleaned, or realigned in order to maintain original condition. Any culverts that are damaged will
be replaced.
4.7 Gas Collection System
The landfill gas collection system will be maintained. Currently, a third party manages and
operates the existing gas system. Proper operation of the systems is verified through testing at
the landfill gas monitoring wells and probes.
If methane gas recovery wells do not function as a result of irregular settlement, accumulation of
liquids (condensate, leachate, and water), binding or corrosion, replacement wells can be
installed if necessary.
If the landfill gas quantity or quality becomes economically unfeasible, other options such as
passive venting or flares will be evaluated. This Post Closure Plan will be modified as necessary
to incorporate the selected method for managing landfill gas.
4.8 Groundwater Monitoring System
All groundwater monitoring wells have been installed with concrete pads and protective casings
to prevent accidental damage by vehicles and equipment. The wells are also equipped with a
locking cap to discourage vandalism. Groundwater wells will be inspected regularly (at the time
of sampling) to ensure integrity. Persons inspecting a well should look for signs of well
tampering, cracking or degradation, and determine whether the well needs to be replaced. If the
decision is made to replace and abandon a well, the replacement well should be installed 5 to
10 feet from the abandoned well in accordance with previous well specifications. Well
abandonment should be accomplished by pulling the casing out and grouting the hole. Refer to
the approved Water Quality Monitoring Plan for detailed information on the groundwater
monitoring system.
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Post Closure Plan Monitoring Plan
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5 Monitoring Plan
The closed unit shall be monitored in accordance with 15A NCAC 13B .1627 (d). A series of
inspections shall be scheduled to ensure the integrity and effectiveness of the cap system,
storm water control system, groundwater monitoring system, gas collection system, MSE wall,
and to protect human health and the environment.
5.1 Inspection Frequencies
Inspections to be conducted during the post-closure care period will occur regularly as shown in
Table 1 below. A copy of the Post-Closure Inspection Checklist is included at the end of this
document. The frequencies for some of the post-closure inspection activities are increased
during the first three years following closure in order to confirm that closure construction
activities have been performed correctly and that the landfill closure is performing as intended. If
satisfactory performance is observed during the first three years, the frequency of certain
inspection activities will be decreased as indicated in Table 1.
Inspections will normally be conducted by the City’s engineer or a consultant and the inspection
reports will be maintained by the City in the landfill operating record. Any maintenance issues
identified during the inspections will be brought to the attention of City staff such that corrective
actions can be taken in a timely manner.
Table 1 Post-closure inspection frequencies
Years 1-3 Years 4-30
Security control devices Quarterly Quarterly
Cover drainage system functioning Quarterly* Semi-annually
Leachate collection system Quarterly Semi-annually
Gas collection/venting system Quarterly Semi-annually
Groundwater monitoring system Semi-annually Semi-annually
Erosion damage Quarterly* Quarterly
Cover settlement, subsidence, and displacement Quarterly Semi-annually
Vegetative cover condition Quarterly* Quarterly
Leachate Breakout*** Quarterly* Annually
Stormwater control system*** Quarterly* Quarterly
Benchmark integrity Annually Annually
Leachate collection pipe flushing Annually Annually
MSE wall condition** Quarterly Semi-annually
* These items will also be inspected in accordance with the current NPDES Permit.
** The MSE Wall Inspection Form provided in the Operations Plan will be used to evaluate MSE wall condition.
*** Inspections shall also occur within 24 hours of a rain event ≥ 1.0 inch in 24 hours.
5.2 Groundwater Monitoring
Groundwater monitoring will continue on a regular basis throughout the post-closure care
period. The parameters chosen for analysis will be no less than the requirements of regulatory
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Post Closure Plan MSE Wall Inspections and Maintenance
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agencies. Groundwater monitoring wells will be inspected in accordance with the post-closure
inspection protocol. A report of findings will be made to the responsible party via the Post-
Closure Inspection Checklist, including any recommendations for actions necessary to ensure
the site continues to meet the closure performance standard. The engineer will also receive
copies of the quarterly inspections reports and respond to any comments that demand
immediate attention.
The Groundwater Corrective Action Plan associated with unlined landfill portion of Unit 1, will
continue as described in that plan.
6 MSE Wall Inspections and Maintenance
6.1 MSE Wall Inspections
MSE walls incorporated into landfill expansions will initially be inspected by qualified City staff or
a third party monthly after construction for indications that the wall requires repairs. The
frequency of inspections will be reduced to quarterly after the first year of monthly inspections.
Qualified inspectors must be a professional civil, geotechnical, or structural engineer licensed in
North Carolina and experienced in the design and construction of MSE walls. Prior to the
inspection, the inspector shall have access to, and be familiar with the plans and specifications
used for construction of the wall as well as as-built information obtained during wall
construction. The inspector shall also be familiar with the requirements of this Operations Plan
with respect to MSE wall inspections and any additional requirements of applicable building
codes or ordinances.
The inspections will include the following observations:
• Signs of movement (displacement, bulging, cracking, subsidence);
• There is no undermining of the wall;
• There is no ponding of water at the base of the wall;
• Seeps from wall facing;
• Signs of stormwater overflow;
• Adequate, non-stressed vegetation on wall facing;
• Trees and shrubs are not growing on the wall facing;
• Loss of soil from wall facing or in the vicinity of pipe penetrations;
• Access road on top of wall is adequately maintained and not puddling water after rain events;
• Geomembrane liner for perimeter channel on top of wall is intact and there are no signs
of water leakage; and,
• Obstructions within perimeter channel, drop inlets, or stormwater pipes.
Triggering points related to wall movement that will require the initiation of repairs include:
• Differential settlement exceeding 1/50 as measured along the wall and exceeding 5
percent into the wall;
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Post Closure Plan Engineering Certification
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• If total lateral displacement exceeds H/75, where H is the height of the wall, within the
wall or below the wall;
• If tilting from the bottom to the top of the wall exceeds ¼-inch per 5 feet of wall height;
• If discernable bulges are observed; and
• If the magnitude or rate of movement at any monitoring points exhibit large increases.
An MSE Wall Inspection Form is provided in Appendix D of the Operations Plan for use during
the MSE wall inspections.
The inspector will submit the inspection report to the landfill supervisor immediately upon
completion who will schedule maintenance to correct any issues observed. If signs of wall
movement, undermining, ponding of water at base of wall, stormwater overflow, loss of soil,
and/or seeps are observed, then the landfill supervisor shall immediately notify the City Solid
Waste Engineer who will contact the MSE wall design engineer and NCDEQ DWM within 24
hours of receiving the inspection report. The MSE wall design engineer will assess the structural
integrity of the MSE wall and develop a repair plan, if necessary. Structural repairs to the wall
shall be performed as soon as possible based on the recommendations of the MSE wall design
engineer.
6.2 MSE Wall Monitoring Plan
The MSE Wall Monitoring Plan initiated after construction and contained in Section 14.2 of the
Operations Plan will be continued during the post closure period.
6.3 MSE Wall Maintenance
MSE maintenance shall be scheduled as soon as possible after deficiencies are noted within
the MSE wall inspection report. Normal maintenance of the MSE wall will generally include:
• Reseeding portions of wall facing without adequate vegetation;
• Repair of any damaged or deteriorated components of the wall facing (wire forms and
struts, geogrid, erosion control matting, topsoil);
• Removing trees and shrubs from wall facing;
• Repair of access road to remove ruts and ponding area; and,
• Removing obstructions within perimeter channel, drop inlets, or stormwater pipes.
• Repair of perimeter channel geomembrane liner.
6.4 MSE Wall Contingency Plan
The MSE Wall Contingency Plan contained in Section 14.4 of the Operations Plan will be
continued during the post closure period .
67 Engineering Certification
Based on the City’s monitoring reports and an engineer’s inspections, annual certifications by
the engineer will be placed in the operating record. They will certify that the closure plan has
been followed, noting discrepancies along with the corrective actions undertaken. At the end of
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Post Closure Plan Financial Assurance
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the post closure period, a certification will be forwarded to NCDEQ Division of Waste
Management.
78 Financial Assurance
The City of Winston-Salem (City) uses the Local Government Financial Assurance Test to
demonstrate financial assurance in accordance with 15A NCAC 13B .1628. All annual
submittals by the City to NCDEQ address closure costs, post-closure costs, corrective action
costs, and PACA costs for all of the units associated with the Hanes Mill Road Landfill. Those
units are: Unit 1 (closed, unlined unit, and the closed, lined unit, or piggyback), and Unit 2 which
is the active western expansion landfill which will include the proposed MSE wall landfill
expansion.
Appendix A – Financial Assurance Submittals, shows historical submittal information. Note that
all costs were adjusted using the NCDEQ’s published inflation factor.
Appendix B - Historical Financial Assurance Letter, contains the latest LOCAL GOVERNMENT
FINANCIAL ASSURANCE TEST that was submitted to NCDEQ in November 2018. It shows the
closure cost estimate and the post-closure estimate for the active landfill.
In addition to all of the financial assurance estimates required for the active landfill, the
November 2018 estimate also shows the post-closure estimates for the closed unlined and
“piggyback” units.
Appendix C – Financial Assurance Cost Estimate for Phase A MSE Wall Landfill Expansion
contains the estimated closure and post-closure costs associated with Phase 1 and Phase 2 of
the active landfill with the proposed Phase A MSE wall landfill expansion.

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Post Closure Plan Financial Assurance
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Post-Closure Inspection Checklist
Location:
Date: Time:
Weather: Completed By:
Yes No
I. Security Control Devices:
Are security control devices in place and functioning?  
Are all warning signs prominent and legible?  
Are there any signs of unauthorized entry on the site?  
Are there signs of illegal dumping on site?  
II. Final Cover System:
Is the final cover free of erosion and depressions?  

Is there leachate seeping from the final cover?
(If yes, make note of location on comment section below.)  

Is the vegetative cover continuous and in good condition,
free of bare spots?  

Does the site require mowing? (If yes, mow grass and note
in comment section below.)  
Is there ponding of water on final cover system?  
III. Groundwater Monitoring Wells:
Is the casing upright and unobstructed?  
Is the outer casing secure and locked?  
Is the ID tag present and legible?  
IV. Miscellaneous:
Are all benchmarks visible and intact?  
Are all ditches free of debris and litter?  
Are any odors present which may indicate landfill gas migration?  

Is the MSE wall in good condition with adequate vegetation and no signs
of movement, undermining, seeps, stormwater overtopping or
deterioration? (The MSE Wall Inspection Form provided in the Operations Plan will be used to
evaluate MSE wall condition)

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Post Closure Plan Financial Assurance
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COMMENTS
Please use the section below to comment on any area not covered above and also to note any
areas of concern or needing immediate attention.

Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Post Closure Plan Appendix A – Historical Financial Assurance Submittals

A
Appendix A – Historical
Financial Assurance Submittals

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Closure ClosureCorrective Measures Closure costsCorrective MeasuresSubmittal yearClosure costsPost closure costsP/C actual % increaseCorrective MeasuresCM actual % increaseClosure costsPost closure costsP/C actual % increaseCorrective MeasuresClosure costsPost closure costsP/C actual % increaseCorrective MeasuresPACA costsPACA % increaseTOTAL2006‐$    2,740,645$ 2.8%937,080$    0.0%3,927,680$   1,428,224$ 2.8%‐$          1,966,912$   2,499,376$ 2.8%‐$          ‐$             13,499,917$ 2007‐$    2,820,124$ 2.9%991,254$    5.8%3,927,680$   1,469,642$ 2.9%‐$          3,514,128$   2,571,858$ 2.9%‐$          ‐$             15,294,686$ 2008‐$    2,907,548$ 3.1%1,021,983$ 3.1%3,927,680$   1,515,201$ 3.1%‐$          3,886,145$   2,651,586$ 3.1%‐$          ‐$             15,910,143$ 2009‐$    2,971,514$ 2.2%1,016,602$ ‐0.5%‐$               1,548,536$ 2.2%‐$          4,462,547$   2,709,921$ 2.2%‐$          ‐$             12,709,120$ 2010‐$    3,007,172$ 1.2%1,028,801$ 1.2%‐$               1,567,118$ 1.2%‐$          11,612,821$ 6,420,839$ 136.9%‐$          ‐$             23,636,751$ 2011‐$    3,037,244$ 1.0%1,104,489$ 7.4%‐$               1,582,789$ 1.0%‐$          11,728,949$ 6,485,048$ 1.0%‐$          ‐$             23,938,519$ 2012‐$    3,101,026$ 2.1%1,170,489$ 6.0%‐$               1,616,028$ 2.1%‐$          11,975,257$ 6,621,234$ 2.1%‐$          ‐$             24,484,034$ 2013‐$    3,156,844$ 1.8%1,191,558$ 1.8%‐$               1,645,116$ 1.8%‐$          11,283,543$ 6,740,416$ 1.8%‐$          2,000,000$ 26,017,477$ 2014‐$    3,204,197$ 1.5%1,331,431$ 11.7%‐$               1,669,792$ 1.5%‐$          11,452,796$ 6,841,522$ 1.5%‐$          2,030,000$ 1.5%26,529,738$ 2015‐$    3,249,056$ 1.4%1,367,056$ 2.7%‐$               1,693,170$ 1.4%‐$          12,650,023$ 7,591,101$ 11.0%‐$          2,058,420$ 1.4%28,608,826$ For yearAmount %20062.8%20072.9%20083.1%20092.1%20101.2%20111.0%20122.1%20131.8%20141.5%20151.4%NCDENR/NCDEQ Inflation factorEntire LandfillDate: August 2016Phases 1, 2, and 3HISTORICAL FINANCIAL ASSURANCE SUBMITTALS TO NCDENR/NCDEQPiggyback Unit (Cells 1, 2, & 3)Hanes Landfill Closed UnitHanes Landfill Active unit: ExpansionUnlined unitPost closure Corrective Measures Post closure Post Closure PACA
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B
Appendix B – Historical
Financial Assurance Letter

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Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Post Closure Plan Appendix C - Financial Assurance Cost Estimate for Phase A MSE Wall Landfill Expansion

C
Appendix C - Financial
Assurance Cost Estimate for Phase A MSE Wall Landfill Expansion

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Closure Costs - Phase A MSE Wall Expansion Estimate Date 2006
Current Date 2019
2019 Inflation Factor 1.8%
CLOSURE COSTS Provided in CPA for EXPANSION LANDFILL PHASES 1 and 2 Cumulative Multiplier** 1.23
Item Description Quantity Unit 2006 Unit Price* 2019 Unit Price 2019 Total
Size of Phase 1 and 2 with Phase A MSE Wall 70 ACRES
Subgrade Preparation 70 AC $10,000 $12,300 $861,000
Furnish and install soil liner (18") 169,400 CY $7.50 $9.23 $1,562,715
Furnish and install LLDPE 3,049,200 SF $0.35 $0.43 $1,312,681
Furnish and install geocomposite drainage layer 3,049,200 SF $0.50 $0.61 $1,874,635
Furnish and install Erosion/Protective Layer (18") 169,400 CY $3.40 $4.18 $708,431
Roadway improvements 1 LS $50,000 $61,500 $61,500
Construct tack-on berms 22,326 LF N/A $100.00 $2,232,600
Install slope drains 2,800 LF $43.00 $52.89 $148,092
Install toe drains 6,900 LF $12.00 $14.76 $101,844
Perimeter channel 1,100 LF $22.00 $27.06 $29,766
Mobilization, insurance, surveying 15% $1,333,990
Contingency 2% $204,545
*Construction prices are based on actual closure cost for the Hanes Mill Road Piggyback Closure in 2006 Total $10,431,798
**Inflation rates are provided by NCDENR Cost per Acre $149,026
Post Closure Costs - Phase A Landfill Expansion Estimate Date 2005
Current Date 2019
2019 Inflation Factor 1.8%
Cumulative Multiplier* 1.27
Item Description Quantity Unit 2005 Unit Price 2019 Unit Price 2019 Total
Size of Phase 1 and 2 with Phase A MSE Wall 70 ACRES
Security Fence Repair 30 YEARS $2,000 $2,539 $76,161
Erosion, Settlement Repair & Revegetation
Years 0-5 5 YEARS $24,000 $30,464 $152,322
Erosion, Settlement Repair & Revegetation
Years 6-10 5 YEARS $12,000 $15,232 $76,161Erosion, Settlement Repair & Revegetation
Years 11-30 20 YEARS $3,000 $3,808 $76,161
Sediment Basin Cleanout
(50 hours/basin, 5 basins, cleaned once/5 years)1500 HOURS $111 $141 $211,488
Reseeding 10 ACRES $2,000 $2,539 $25,387
Mowing (twice per year over 80 acres) 4,800 ACRES $40 $51 $243,715
Leachate Facilities Maintenance 30 YEARS $4,000 $5,077 $152,322
Leachate Pipe Cleanout
(Once/5 Years, @$15,000/event)6 EVENTS $15,000 $19,040 $114,241
Gas System Maintenance - Flare O&M 15 YEARS $0 $0 $0
Gas System Maintenance
Well Head & Piping Maintenance 15 YEARS $5,000 $6,347 $95,201
Gas Well Replacement 22 EACH $3,500 $4,443 $97,740
Groundwater & Surface Water Monitoring
On-site and off-site (private) wells 30 YEARS $34,000 $43,158 $1,294,735
Air Quality Monitoring Years 0-10 10 YEARS $15,000 $19,040 $190,402
Air Quality Monitoring Years 11-30 20 YEARS $3,500 $4,443 $88,854
Site Inspections (Years 0-5) 20 Quarterly $800 $1,015 $20,310
Site Inspections (Years 6-30) 50 Semiannually $800 $1,015 $50,774
Leachate Management (Years 0-3) 7,000,000 GALLONS $0.0011 $0.0014 $9,703
Leachate Management (Years 4-30) 21,000,000 GALLONS $0.0011 $0.0014 $29,109
Electricity/Lighting 30 YEAR $4,000 $5,077 $152,322MSE Wall Maintenance
(Once/5 Years, @$10,000/event)6 EVENTS N/A $10,000 $60,000
Post Closure Certification (at year 30) 1 EACH $25,000 $31,734 $31,734
*Inflation rates are provided by NCDENR Total $3,248,840
Average Annual Cost $108,295

HDR Engineering, Inc. of the Carolinas 301 N Main Street, Suite 2030 Winston-Salem, NC 27101-3836 336.955.8250 NC License F0116
hdrinc.com
© 20202019 HDR, Inc., all rights reserved
Winston-Salem/Forsyth County Utilities | Hanes Mill Road Landfill – Permit Amendment I – Technical Specifications

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I – Technical Specifications

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Specifications
Hanes Mill Road Landfill
Winston-Salem/Forsyth County Utilities

Winston-Salem, North Carolina
December 2019
Revised JulySeptember 2020

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HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
Table of Contents
00 01 10 - 1
TABLE OF CONTENTS
DIVISION 01 — GENERAL REQUIREMENTS
01 30 00 - SPECIAL CONDITIONS
DIVISION 31 — EARTHWORK
31 05 19 - GEOSYNTHETIC CLAY LINER (GCL)
31 10 00 - SITE CLEARING
31 23 00 - EARTHWORK
31 23 33 - TRENCHING, BACKFILLING, AND COMPACTING FOR UTILITIES
31 25 00 - SOIL EROSION AND SEDIMENT CONTROL
31 25 14 - EROSION CONTROL BLANKETS
31 32 18 - DRAINAGE COMPOSITE
31 32 19 - GEOTEXTILES
31 35 19 - GEOSYNTHETIC RAIN COVER
31 37 00 - STONE REVETMENT (RIP RAP)
31 38 10 - SOIL LINER SYSTEM (ALTERNATE LINER)
31 38 25 - OPERATIONAL COVER AND LEACHATE COLLECTION LAYER
31 38 30 - CAP COMPACTED SOIL LINER
31 38 35 - EROSION CONTROL LAYERVEGETATIVE SUPPORT SOIL
31 38 40 - GEOSYNTHETIC REINFORCEMENT – MSE WALL
31 38 40.01 - PRODUCT SPECIFICATION - STRUCTURAL GEOGRID UX1400MSE
31 38 40.02 - PRODUCT SPECIFICATION - STRUCTURAL GEOGRID UX1600MSE
31 38 40.03 - PRODUCT SPECIFICATION - STRUCTURAL GEOGRID UX1700MSE
31 38 40.04 - PRODUCT SPECIFICATION - BIAXIAL GEOGRID BX1120
31 38 40.05 - SPECIFICATION SHEET - ERONET SC150 EROSION CONTROL BLANKET
31 38 40.06 - ROLLMAX DRAWINGS
DIVISION 32 — EXTERIOR IMPROVEMENTS
32 91 13 - TOPSOILING AND FINISHED GRADING
DIVISION 33 — UTILITIES
33 05 15 - PRECAST CONCRETE UTILITY STRUCTURES
33 47 14 - HIGH-DENSITY POLYETHYLENE (HDPE) MEMBRANE LINER
33 47 16 - LINEAR LOW-DENSITY POLYETHYLENE (LLDPE) MEMBRANE LINER
DIVISION 40 — PROCESS INTERCONNECTIONS
40 05 00 - PIPE AND PIPE FITTINGS: BASIC REQUIREMENTS
40 05 33 - PIPE - HIGH DENSITY POLYETHYLENE (HDPE)
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HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
SPECIAL CONDITIONS
01 30 00 - 1
SECTION 01 30 00
SPECIAL CONDITIONS
PART 1 - GENERAL
1.1 CONDITIONS SPECIFIC TO THIS PROJECT
A. CQC/CQA Duties: In general, the CQC Consultant will perform all testing listed in the
specifications and provide documentation to the CQA Consultant. The CQA Consultant will
conduct the destructive geosynthetic testing and provide geosynthetic documentation as per the
CQA Plan. CQC and CQA documentation will be used by the CQA Consultant to prepare and
submit final certification to NCDEQ. Refer to the CQA Plan
B. Completion and Construction Schedule:
1. Refer to Section 01 31 13 - Coordination for completion dates.
2.1. The anticipated schedule for this project is outlined in Section 01 31 13 – Coordination.
3.2. Changes in the anticipated schedule dates will not be a basis for allowing a change in
Contract Price. If the work specified under this Contract is amended in accordance with
provisions of these Contract Documents, the approved changes will be a basis for extending
the completion dates of this Contract.
4.3. The start of construction and substantial completion of construction shall be extended for
the period of any delays requested by the Owner. Extension of time will be equal to the
number of calendar days of such delay.
C. Construction Limits:
1. Construction limits are depicted on the Drawings. The Contractor may obtain soil material
for use in the Work only in areas designated as approved stockpile or borrow areas..
2. The Contractor is to conduct construction activities such that there is no damage to any
monitoring wells or methane detection probes on the project site. The Contractor will be
held financially responsible for damage to monitoring wells or methane detection probes.
D. Site Access:
1. The only access to the site available to the Contractor is entering through the main landfill
entrance on Hanes Mill Road.
2. The Owner is currently conducting earthwork activities in the designated borrow/stockpile
areas. Contractor will be required to supply the Owner with soil for their daily operations
once construction begins. Access roads should be maintained as to not hinder access
through the site.
E. Basis of Payment Survey:
1. The Contractor shall employ a North Carolina registered surveyor to survey the site prior to
initiating construction. Survey shall depict 2 FT contours for the borrow areas, stockpiles
and MSE wall construction area and be sealed by the surveyor. Contractor shall review
findings with Engineer and Owner. The Contractor shall provide the Engineer with sealed
drawings and an AutoCAD file for review. A similar survey shall be completed at the end
of construction for final payment and for the final certification to NCDEQ. Engineer and
Owner shall perform verifying survey if deemed necessary. If necessary, Owner will use
findings to adjust pay items. Owner will be sole basis for determination of adjustment.
F. The Contractor shall be responsible for maintenance and restoration of all access including on-
site haul roads, existing stone access roads, road shoulders, and existing erosion and sediment
control features within the construction limits.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
SPECIAL CONDITIONS
01 30 00 - 2
G. Dust Control:
1. A water hydrant is located north of the leachate tank, opposite the landfill gas facility. The
Contractor may obtain water from this location, provided the usage is metered. In addition,
a sprinkler system has been installed across from the gas facility for dust control.
H. Construction Equipment:
1. The Contractor shall be aware of the residential surroundings of the site. The Owner is
concerned about excessive noise, and smoke, and dust caused by operating equipment.
2. The Owner reserves the right to reject any construction equipment deemed to be a public
nuisance.
3. Contractor shall only use motorized construction equipment on-site that was manufactured
later than 1990. Equipment must have functional exhaust and muffler systems meeting
original equipment manufacturer’s (OEM) specifications.
I. It is the intent of this Contract to utilize material from the designated borrow and stockpile areas
for general soil fill, MSE wall soil fill, compacted soil liner, and operational cover. Refer to the
Bid Form. The Contractor is required to provide information demonstrating that the material
selected can be utilized in the Work and meet the specifications. Refer to Section 31 23 00 –
Earthwork, Section31 38 40 – Geosynthetic Reinforcement – MSE Wall, Section 31 38 10 -
Soil Liner System, and Section 31 38 25 – Operational Cover and Leachate Collection Layer,
and the CQA Plan for Contractor requirements.
J. The Contractor must cross the existing railroad track to access the project site. The Contractor
shall bring all equipment to a complete stop at the tracks prior to crossing or provide a full time
flagger to direct traffic across tracks. The Contractor shall maintain a policy of General Liability
Insurance containing contractual liability coverage with a combined single limit of not less than
$2,000,000 per occurrence.
1.2 PRECONSTRUCTION CONFERENCE
A. A preconstruction conference shall be held at the Scalehouse after award of Contract. Engineer
will notify the Contractor as to the date and time of the conference in advance of the proposed
date. Contractor’s Project Manager and Project Superintendent and Contractor’s Subcontractor
Representatives shall attend as well as representatives of the MSE wall detailed designer and
manufacturer of geosynthetic components used for construction of the MSE wall.
1.3 PROJECT SIGNS
A. Contractor may furnish and install one Contractor’s standard sign approved by Owner.
B. Install in location approved by Owner.
C. Signs not listed in this Specification permitted only upon approval of Owner.
1.4 CONTRACTOR'S SUPERINTENDENT'S FIELD OFFICE
A. Establish at the location designated on the construction plans.
B. Equipment: Telephone, telecopy, mailing address, and sanitary facilities.
C. Assure attendance at this office during the normal working day.
D. At this office, maintain complete field file of Shop Drawings, posted Contract Drawings and
Specifications, and other files of field operations including provisions for maintaining "As
Recorded Drawings."
E. Remove field office from site upon acceptance of the entire work by the Owner.
1.5 ENGINEER'S/CQA’S FIELD OFFICE
A. Separate from Contractor's field office.
1. Contractor to submit layout of Engineer’s trailer for approval prior to bringing it to the site.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
SPECIAL CONDITIONS
01 30 00 - 3
B. General Construction:
1. New or reconditioned mobile office trailer.
2. Baked enamel aluminum siding.
3. 3-1/2 IN foil-backed fiberglass insulation throughout.
4. Interior paneling.
5. Vinyl tile flooring.
6. 8 FT high acoustic tile ceiling.
7. One private office area, one reception-conference room area, and private washroom.
8. Windows:
a. Minimum two per room, excepting washroom, with one each on opposing walls.
b. Combination screen-storm windows.
c. Provide horizontal louver blinds on each window.
9. Nominal 56 FT long and 12 FT wide.
10. Two exterior doors (with cylinder deadbolt locks) with outer screens, exterior lights and
exterior stairs and railings.
C. Electrical System:
1. All fixtures, outlets, and wiring of Underwriters Laboratory (UL) approved devices.
2. All circuits protected by circuit breakers; fuses are not acceptable.
3. Electrical system shall meet requirements of the latest National Electric Code.
4. System suitable for single phase service.
5. Any transformers or other devices required to match this supply to the mobile office shall be
provided and connected.
6. Provide a circuit breaker for the incoming service.
7. Each interior room except the washroom shall have at least four 110 V duplex electrical
convenience outlets.
D. Central Combination Electric Heating, Air-Conditioning System:
1. Fan-forced air.
2. Thermostatically controlled.
3. Individual room units are not acceptable.
4. Freeze protect and insulate all piping.
5. System sized to maintain 75 DegF constant temperature in each room.
E. Lighting System:
1. Fluorescent type producing 100 footcandles at desk top height.
2. Ample ceiling fixtures provided to ensure adequate lighting throughout.
F. Standard Washroom:
1. Flush toilet, sink, hot and cold running water.
2. Electric water heater.
3. Mirror.
4. Electric ceiling or wall vent.
5. Sound insulated partitions.
6. Tank for sewer storage.
7. Periodic maintenance of tank.
G. Furnishings:
1. Full width built-in desk at end of office, with a nominal depth of 30 IN and overhead book
shelves 12 IN deep.
2. Desk 36 x 72 IN long with locking lap drawer.
3. One plan table 39 x 72 x 36 IN wide, with one locking equipment drawer.
4. Two 30 x 72 IN folding tables.
5. One 48 x 60 IN liquid marking board with minimum four-color set of compatible markers.
6. One 48 x 60 cork bulletin board.
7. Two two-drawer filing cabinets.
8. Two cushioned swivel arm chairs.
9. Twelve folding chairs.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
SPECIAL CONDITIONS
01 30 00 - 4
10. Two large size waste paper baskets.
11. One 2.7 CF refrigerator or equal.
12. Rain gauge.
13. Outdoor thermometer.
14. Drinking water.
H. Field Office Equipment:
1. One copying machine.
2. One telecopier.
3. One three-hole punch, Master Products Series 25 or equal.
4. One stapler, Swingline 113 or equal.
5. Swingline Model 747 staplers.
6. Scotch tape dispensers.
7. Four wire in and out baskets.
8. One two-hole punch, Swingline Model 74200 or equal.
9. One Eagle Zepher 84 date stamp.
I. Maintenance:
1. Contractor shall provide all maintenance and upkeep of trailer and equipment. Equipment
breakdowns shall be repaired promptly by Contractor.
2. Janitorial service.
a. Weekly:
1) Floor sweeping using dust suppressing compound.
2) Wet mopping with floor detergent.
b. Inclement weather: Conduct weekly requirements on daily basis.
c. Monthly: Wash windows and clean window blinds.
3. Provide and pay telephone service including three lines and two handsets.
a. Telephone
b. Facsimile
c. Local Internet Provider.
4. Pay all utilities costs.
5. Maintain at least until acceptance of the entire work by the Owner or until otherwise
suspended by the Engineer.
J. Remove field office from site upon acceptance of the entire work by the Owner.
K. Maintain conditions of access road to site such that access is not hindered as the result of
construction related deterioration.
1.6 DRAWINGS AND CONTRACT DOCUMENTS FOR CONTRACTOR USE
A. Refer to General Conditions.
B. Contractor shall pick up four sets of "no-charge" documents within 10 days from date of Notice
to Proceed.
C. Additional documents after "no-charge" documents will be furnished to Contractor at cost.
1.7 PROJECT PHOTOGRAPHS
A. During construction of the Work, provide a photographer to take progress pictures as directed by
Engineer. Furnish two glossy prints (approximately 8 x 10 IN) and digital copy, with all rights of
reproduction, to Owner. Provide number of photographs as follows:
1. Ten ground level color photos per month.
2. Color aerial photos taken directly above the site at each of the following:
a. At 0 percent complete.
b. At 2-month intervals after initial set.
c. At 100 percent complete.
3. Contractor shall schedule and coordinate photographer with Engineer.

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01 30 00 - 5
4. Photographically impose a site plan key map on each photograph in the upper right hand
corner and show by arrow the subject and the direction from which the photograph was
taken. Date all photographs.
5. Refer to the Construction Quality Assurance Plan.
1.8 TESTING
A. Payment for Soil, Concrete and Other Testing:
1. Soils and concrete testing: The Owner will pay for "Passing" soils and "Passing" concrete
tests on the Project. The price of which shall be included in the appropriate line item of the
bid. Costs of corrective action, costs of "Failing" soils and concrete tests, and cost of testing
associated with establishment of mix design are the sole responsibility of the Contractor.
2. Other testing: Required testing, testing procedures, reports, certificates, and costs associated
with all phases of securing required satisfactory test information which may be required by
individual sections of Specifications or Drawings are the full responsibility of the
Contractor.
1.9 ORDER OF CONSTRUCTION AND CONSTRUCTION SCHEDULE
A. Construction operations will be scheduled to allow the Owner uninterrupted operation of
existing adjacent facilities. Coordinate connections with existing work to ensure timely
completion of interfaced items.
B. At no time shall Contractor or his employees modify operation of the existing facilities or start
construction modifications without approval of the Owner, except in emergency to prevent or
minimize damage.
C. Within 15 days after award of Contract, submit for approval a critical path type schedule.
Account for schedule of Subcontracts. Include proper sequence of construction, various crafts,
purchasing time, Shop Drawing approval, material delivery, equipment fabrication, startup,
demonstration, and similar time consuming factors. Show on schedule as a minimum, earliest
starting, earliest completion, latest starting, latest finish, and free and total float for each task or
item.
D. Evaluate schedule no less than monthly. Update, correct, and rerun schedule and submit to
Engineer in triplicate with pay application to show rescheduling necessary to reflect true job
conditions. When shortening of various time intervals is necessary to correct for behind
schedule conditions, indicate actions to implement to accomplish work in shorter duration.
Information shall be submitted to Engineer in writing with revised schedule.
E. If Contractor does not take necessary action to accomplish work according to schedule,
Contractor may be ordered by Owner in writing to take necessary and timely action to improve
work progress. Owner may require increased work forces, extra equipment, extra shifts or other
action as necessary. Should Contractor refuse or neglect to take such action authorized, under
provisions of this contract, Owner may take necessary actions including, but not necessarily
limited to, withholding of payment and termination of contract.
F. Upon receipt of approved "Work Schedule," within 10 days, submit to Engineer an estimated
payment schedule by each month of project duration. Include a composite curve to show
estimated value of work complete and stored materials less specified retainage. Establish key
months when work will be 50, 80, 90, and 100 percent complete. During the course of work,
update with new composite curves at key months or whenever variation is expected to be more
than plus or minus 10 percent. Retain original or previous composite curves as dashed curves on
all updates. Include a heavy plotted curve to show ACTUAL payment curve on all updates.
1.10 DATA AND MEASUREMENTS
A. The data given in the specifications and shown on the Drawings is believed to be accurate but
the accuracy is not guaranteed. The Contractor must take all levels, locations, measurements,
and verify all dimensions of the job site prior to construction and must adapt his work into the

HDR Project No. 10110265 City of Winston-Salem September 2020
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SPECIAL CONDITIONS
01 30 00 - 6
exact construction. Scale measurements taken from smaller scale Drawings are not considered
for more than reference, larger scale Drawings take precedence over smaller scale Drawings, and
shop drawings take precedence over all others.
B. Topographic surveys of the following components shall be submitted to the Engineer for review
during construction:
1. Borrow and stockpile areas and MSE wall expansion area:
a. Topography should be 2 FT contours with 1 FT accuracy.
b. Topo of the site within the limits of construction prior to initiating work.
c. Subgrade.
d. Top of soil liner.
e. Top of operational cover.
f. Soil stockpiles.
g. MSE wall (see also Section 31 38 40).
h. Modified sediment basins.
C. Final as-built survey shall be sealed by a North Carolina registered land surveyor and submitted
to the Engineer. The Contractor shall provide the Engineer with an electronic version of the
sealed survey in AutoCAD format or equivalent with unique layers for 2 FT contours with 1 FT
accuracy, or 1 FT contours with 6 IN accuracy for work as specified, index contours, text, water,
vegetation, buildings, roads, etc. on North Carolina grid coordinate system. Location implies x,
y, and z. Final as-built survey shall include the following.
1. Topography of the entire area inside the limits of construction/disturbed area.
2. Roads.
3. Edge of pavement.
4. Ditches and drainage channels.
5. Sediment basin, elevation, and associated outlet structures.
6. Diversion berms.
7. Inverts of pipe, size, pipe locations, and pipe fittings.
8. Buried utilities.
9. Gas pipeline.
10. Utility poles.
11. Perimeter liner stakes.
12. Anchor Trench.
13. Stockpiles.
14. Borrow areas.
15. Manholes and yard inlets.
16. Slope drains.
17. Landscaping.
18. Construction baseline.
19. Cleanouts.
20. MSE wall.
21. Other areas or items as directed by the Engineer.
22. Refer to the Construction Quality Assurance Plan for additional information.
22.23. Refer to individual specification sections for additional information.
D. Contractor shall preserve and protect all reference points and pay for replacement of any
destroyed referenced points.
1.11 SPECIAL CONSIDERATIONS
A. Contractor shall be responsible for negotiations of any waivers or alternate arrangements
required to enable transportation of materials to the site.
B. Maintain conditions of access road to site such that access is not hindered as the result of
construction related deterioration.

HDR Project No. 10110265 City of Winston-Salem September 2020
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SPECIAL CONDITIONS
01 30 00 - 7
C. Safety:
1. The Contractor alone shall be solely and completely responsible for conditions of the job
site in connection with his work, including safety of all persons and property, preparatory to
and during performance of the work. This requirement shall apply continuously and not be
limited to normal working hours.
2. The Construction Documents and the construction hereby contemplated, are to be governed,
at all times, by applicable provisions of local and state laws and regulations, and federal
laws, including, but not limited to, the latest amendments of the following: Department of
Labor, Bureau of Labor Standards Safety and Health Regulations for Construction, and
Williams and Steiger Occupational Safety and Health Act of 1970, including rules and
regulations pursuant thereto, applicable to the Work and performance of the Contract.
(OSHA).
3. The duty of the Engineer to conduct construction review of the Contractor’s performance is
not intended to include review of the adequacy of the Contractor’s safety measures in, on, or
near the construction site.
4. All explosives shall be stored in a secure manner and all storage places shall be marked
clearly “DANGEROUS EXPLOSIVES,” and shall be in the care of competent watchmen at
all times.
D. Inspections by Federal and State Agencies: Authorized representative and agents of the state
and federal government shall be permitted to inspect all work, materials, payrolls, records of
personnel, invoices of materials, and other relevant data and records.
E. Water:
1. Contractor is responsible for all water for completion of the Work. Water used on the
project shall be fresh and of drinkable quality. The Contractor shall make arrangements to
obtain fresh water for his drinking, normal use, and use in testing lines and equipment from
the Owner.
2. Water for other uses such as dust control and moisture control of fill may be obtained from
on-site fire hydrants with meters for usage. The Contractor shall obtain any required
permits.
F. The Contractor shall provide sanitary facilities during construction.
G. The Contractor shall provide telephone service during construction.
H. Order of Construction: The Contractor will schedule construction operations to allow the Owner
and other contractors access to the site.
1.12 HISTORICAL AND ARCHAEOLOGICAL
A. If during the course of construction, evidence of deposits of historical or archeological interest is
found, the Contractor shall cease operations affecting the find and shall notify Owner. No further
disturbance of the deposits shall ensue until the Contractor has been notified by Owner that
Contractor may proceed. Owner will issue a notice to proceed after appropriate authorities have
surveyed the find and made a determination to Owner. Compensation to the Contractor, if any,
for lost time or changes in construction resulting from the find, shall be determined in
accordance with changed or extra work provisions of the Contract Documents. The site has been
previously investigated and has no known history of historical or archaeological finds.
1.13 CLEANUP REQUIREMENTS
A. Cleanup operations shall be conducted daily.
1. Contractor shall keep the work areas free at all times from accumulations of waste materials
and rubbish.
2. Volatile waste shall be properly stored in covered metal containers and removed daily.
3. Wastes shall not be buried or burned on the site or disposed of into storm drains, sanitary
sewers, streams, or waterways. All wastes that can be legally disposed of at Hanes Landfill
can be disposed at no cost to the Contractor. Onsite disposal areas will be provided by the

HDR Project No. 10110265 City of Winston-Salem September 2020
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SPECIAL CONDITIONS
01 30 00 - 8
Owner. All other wastes shall be removed from the site and disposed of in a manner
complying with local ordinances and anti-pollution laws.
B. Contractor shall make the necessary arrangements for proper off-site storage areas.
C. Contractor shall have secondary containment for all fuel storage tanks or trucks and should
inspect the containment daily.
D. Contractor shall keep all equipment and materials within construction easements and protect
private property from damage due to construction.
PART 2 - PRODUCTS
2.1 INTERFACE FRICTION TESTS
A. Pre-construction Llaboratory friction tests shall be conducted, on behalf of the OWNER by the
CQA Consultant, with representative samples of the materials selected by the Contractor for use
in the Work. The CQA Consultant must approve the testing laboratory used for these tests. The
Contractor is responsible for shipping materials to the testing laboratory.
B. The initial set of testing and subsequent conformance tests (if any) consisting of establishing
friction angles for each interface in the system being tested (one test per each interface) shall be
paid for by the CQA Consultant. If any interface does not meet the requirements, or if the
Contractor changes materials, then the additional cost to qualify those materials shall be borne
by the Contractor.
C. Testing will include the interfaces between the following adjacent materials within the bottom
liner system and final cap system.
1. MSE Wall Expansion ConstructionBottom Liner System

Material Specification Section
Operational Cover 31 38 25
Drainage Composite 31 32 18
60 Mil HDPE (textured) 33 47 14
Geosynthetic Clay Liner (GCL) 31 05 19
Soil liner 31 38 10

2. MSE Wall Expansion Final Cap System

Material Specification Section
Vegetative Support Soil 31 38 35
Drainage Composite 31 32 18
40 Mil LLDPE (textured) 33 47 16
Geosynthetic Clay Liner (GCL) 31 05 19
Soil liner 31 38 30

D. The testing shall be performed in accordance with ASTM D5321 or ASTM D6243 for GCL
interfaces.
1. The materials shall be tested at normal stressesd of 500, 1,000, and 1,500 PSFpsf for the
bottom liner system and 250, 500, and 750 PSF for the Final Cap System. Displacement
rates shall be in accordance with ASTM D5321 Procedure A for geosynthetic to
geosynthetic interfaces and Procedure B for soil to geosynthetic interfaces or ASTM D6243

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
SPECIAL CONDITIONS
01 30 00 - 9
for GCL interfaces. Soil components shall be compacted to the same moisture-density
requirements specified for full-scale field placement and saturated prior to shear. All
geosynthetic interfaces shall be tested in a wet condition. Geosynthetics shall be oriented
such that the shear force is parallel to the downslope orientation of these components in the
field. The testing laboratory shall confirm these criteria with the CQA firm prior to
performing the tests.
E. A minimum friction angle of 2123 degrees and 26 degrees is required for each interface in the
systems defined in Paragraphs C.1 (bottom liner system) and C.2 (final cap system),
respectively.
PART 3 - EXECUTION - (NOT APPLICABLE TO THIS SECTION)
END OF SECTION
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HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
GEOSYNTHETIC CLAY LINER (GCL)
31 05 19 - 1
SECTION 31 05 19
GEOSYNTHETIC CLAY LINER (GCL)
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Furnish all labor, material, and equipment to complete installation of the GCL in accordance
with the Contract Drawings and these Specifications.
2. Completely coordinate work with that of other trades.
3. Although such work is not specifically shown or specified, all supplementary or
miscellaneous items, appurtenances, and devices incidental to or necessary for a sound,
secure, complete, and compatible installation shall be furnished and installed as part of this
work.
4. Furnish CQC Consultant to monitor the work of GCL Installer and to perform CQC testing
in accordance with provisions of the Contract Documents.
B. Related Sections include but are not necessarily limited to:
1. Section 31 23 00 - Earthwork.
2. Section 33 47 14 - High-Density Polyethylene (HDPE) Membrane Liner.
1.2 QUALITY STANDARDS
A. Referenced Standards:
1. ASTM International (ASTM):
a. D4632, Test Method for Grab Breaking Load and Elongation of Geotextile.
b. D4643, Determination of Water Content of Soil by Microwave Oven Method.
c. D4833, Test Method for Index Puncture Resistance of Geotextiles, Geomembranes, and
Related Products.
d. D5261, Measuring Mass Per Unit Area of Geotextiles.
e. D5321, Test Method for Determining the Coefficient of Soil and Geosynthetic or
Geosynthetic and Geosynthetic Friction by the Direct Shear Method.
f.e. D5887, Measurement of Index Flux through Saturated GCL Specimens Using a
Flexible Wall Permeameter.
g.f. D5888, Storage and Handling of GCL.
h.g. D5889, Quality Control of GCL.
i.h. D5890, Swell Index Measurement of Clay Mineral Component of GCL.
j.i. D5891, Fluid Loss of Clay Mineral Component of GCL.
k.j. D5993, Measuring Mass Per Unit Area of GCL.
k. D6072, Installation of GCL.
l. D6243, Test Method for Determining the Internal and Interface Shear Resistance of
Geosynthetic Clay liners by the Direct Shear Method.
m. D6766, Standard Test Method for Evaluation of Hydraulic Properties of Geosynthetic
Clay Liners Permeated with Potentially Incompatible Liquids.
2. Geosynthetic Research Institute (GRI):
a. GCL-3, Test Methods, Required Properties, and Testing Frequencies of Geosynthetic
Clay Liners (GCLs)
B. Qualifications:
1. Manufacturer: The GCL shall be furnished by a manufacturer that has previously produced
a minimum of 1,000,000 SF of the material for use in similar projects.
1.2. Installer: The GCL Installer’s Superintendent shall have worked in a similar capacity on at
least five GCL jobs similar in size and complexity to the project described in the Contract
Documents.

HDR Project No. 10110265 City of Winston-Salem September 2020
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GEOSYNTHETIC CLAY LINER (GCL)
31 05 19 - 2
C. CQA Plan Implementation: Construction Quality Assurance documentation for the GCL
installation will be performed for the Owner by the CQA Consultant in accordance with the
CQA Plan prepared for this project. The work performed under the CQA Plan is paid for by the
Owner and is not a part of this contract. The Contractor, CQC Consultant, and GCL Installer,
however, should familiarize themselves with the CQA Plan and are responsible for providing
reasonable notice of and access to work elements that the CQA Consultant is required by the
CQA Plan to overview.
1.3 DEFINITIONS
A. Manufacturer: Manufacturer produces geosynthetic clay liner panels from first quality
geotextiles and sodium bentonite. The manufacturer is responsible for producing panels which
comply with this Specification. These responsibilities include but are not limited to:
1. Acceptance of the geotextiles, bentonite, and additives from suppliers/manufacturers and
testing of these materials to ensure compliance with the manufacturer's specifications and
with this Specification.
2. Fabrication of the geotextiles and bentonite into GCL panels using mixing and extrusion
equipment.
3. Testing of the GCL to ensure compliance with manufacturer's specification and this
Specification.
4. Shipping of the GCL to fabricator/installer designated facilities.
5. Certification of the raw materials and finished GCL to comply with this Specification.
6. Certification of fabricator's and installer's training, experience, and methods for seaming and
inspecting GCL installations in compliance with manufacturer's standards and with Quality
Assurance requirements of this Specification (Article 1.2).
6.7. Certification that the manufactured GCL has been continuously inspected using permanent
on-line full-width metal detectors and does not contain any needles which could damage
other geosynthetic layers.
B. Installer: Installers of GCLs are responsible for storing, handling, fitting, seaming, and testing of
GCL panels in the field. These responsibilities include but are not limited to:
1. Acceptance (in writing) of the GCL rolls from the transporter.
2. Acceptance (in writing) of the soil material which will serve as a base for the GCL. This
acceptance shall precede installation of the GCL, and shall state that the installer has
inspected the surface, and reviewed the Specifications for material and placement, and finds
all conditions acceptable for placement of GCL liners. The written acceptance shall
explicitly state any and all exceptions to acceptance.
3. Handling, seaming, testing, and repair of GCL liners in compliance with this Specification
and with written procedure manuals prepared by the installer or the manufacturer.
4. Repair or replacement of defects in the GCL as required by the Inspector or the Owner.
5. Installer and manufacturer may be the same firm.
C. Inspector: Inspectors of GCL liner are responsible for observing field installation of the GCL
and providing the manufacturer, installer, and Owner with verbal and written documentation of
the compliance of the installation with this Specification and with written procedures manuals
prepared by the manufacturer. Inspector’s responsibilities include, but are not limited to:
1. Inspection of material, handling, and field installation of the GCL liner. Inspection of all
seams, repair, and test results.
2. All exceptions to material or installation shall be documented to the Engineer in writing
within 48 hours of discovery.
D. Engineer: The Engineer is responsible for design of the geosynthetic liner system.
E. Owner: Owner designates the party responsible for constructing and operating the lined
containment system.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
GEOSYNTHETIC CLAY LINER (GCL)
31 05 19 - 3
1.4 SUBMITTALS
A. Pre-Installation: The Contractor shall submit the following information and material to the CQA
Consultant prior to installation of the GCL.
1. Product Data and Factory Test Results: Published product properties and specifications for
the proposed GCL, as well as factory test results of materials certified by the GCL
manufacturer, shall be submitted showing conformance with the requirements of these
Specifications. In addition, the Contractor shall submit the manufacturer's certification
stating that the material is similar to and of the same formulation as that for which test
results are submitted, and by which actual usage has been demonstrated to be satisfactory
for the intended application.
2. Samples: Samples of the GCL sheeting shall be provided to the CQA Consultant. Samples
shall have a width of 4.5 IN, and a length of 5 IN.
3. Delivery, Storage, and Handling Instructions: The manufacturer's recommendations for
delivery, storage, and handling shall be submitted to the CQA Consultant for review.
4. Delivery Date: The CQA Consultant shall be notified of the scheduled delivery date for the
materials.
5. Installation Drawings, Procedures, and Schedules: Installation drawings, procedures, and a
schedule for carrying out the work shall be provided by the Contractor to the CQA
Consultant for review. Procedures addressed by the Contractor shall include but not be
limited to material unloading, storage, installation, repair, and protection to be provided in
the event of rain. A schedule showing the order of placement, location of panels, seams, and
penetrations shall be submitted for the CQA Consultant's review. Submit drawings showing
the panel layout, seams, and associated details including pipe penetrations. Following
review, these drawings will be used for installation of the GCL. Any deviations from these
drawings must be approved by the CQA Consultant.
B. Post-Installation: Upon completion of GCL installation, the Contractor shall submit the
following to the CQA Consultant:
1. A certificate stating that the GCL has been installed in accordance with the Plans,
Specifications, and the manufacturer's recommendations.
2. Manufacturer's Warranty: The material warranty shall be for defects or failures related to
manufacture on a non-prorata basis for five (5) years after date of shipment.
3. GCL Installer's Warranty: The GCL Installer's warranty shall warrant their workmanship to
be free of defects on a non-prorata basis for five (5) years after the final acceptance of the
Work. This warranty shall include but not be limited to overlapped seams, anchor trenches,
attachments to appurtenances, and penetration seals.
1.5 PROJECT CONDITIONS
A. The GCL shall not be placed in standing water, high humidity, or while raining. Any material
that becomes partially or completely hydrated in the opinion of the CQA Consultant shall be
removed and replaced at Contractor's expense.
B. Take necessary precautions to protect underlying soil and geomembrane liners from damage due
to any construction activity. Damage to liners shall be repaired at Contractor’s expense.
C. The Contractor shall ensure that adequate dust control methods are in effect to prevent the
unnecessary accumulation of dust and dirt on geosynthetic surfaces, which hampers the efficient
field seaming of geosynthetic panels.
D. The Contractor shall maintain natural surface water drainage diversions around the work area.
The Contractor shall provide for the disposal of water that may collect in the work area, from
precipitation falling on the work or from inadequate diversion structures.
PART 2 - PRODUCTS
2.1 ACCEPTABLE MANUFACTURERS

HDR Project No. 10110265 City of Winston-Salem September 2020
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GEOSYNTHETIC CLAY LINER (GCL)
31 05 19 - 4
A. Subject to compliance with the Contract Documents, the following Manufacturers are
acceptable:
1. Geosynthetic Clay Liners:
a. Solmax USA LLC, 8615 Golden Spike Lane, Houston Texas 77086.
b. Agru America, 500 Garrison Road, Georgetown, SC 29440.
c. CETCO, 1500 W. Shore Drive, Arlington Heights, Illinois 60004.
2.2 MATERIALS
A. General:
1. The GCL shall consist of bentonite encased, front and back, with geotextile. The materials
supplied under these Specifications shall be first quality products designed and
manufactured specifically for the purposes of this work.
2. The GCL shall be supplied in rolls which have a minimum width of 12 FT. The roll length
shall be maximized to provide the largest manageable sheet for the fewest overlaps. Labels
on the roll shall identify the sheet number, date of fabrication, proper direction of unrolling,
and minimum recommended overlap. A quality control certificate shall be supplied with
each roll.
3. The GCL shall be reinforced.
4. The bentonite shall be continuously adhered to both geotextiles to ensure that the bentonite
will not be displaced during handling, transportation, storage and installation, including
cutting, patching, and fitting around penetrations. The bentonite sealing compound or
bentonite granules used to seal penetrations and make repairs shall be made of the same
natural sodium bentonite as the GCL and shall be as recommended by the GCL
manufacturer. The permeability of the GCL overlap seams shall be equal to or less than the
permeability of the body of the GCL sheet.
B. Physical Properties: Physical properties of GCL shall be as shown in Table 1 of this Section. The
manufacturer shall certify that materials provided meet these criteria according to ASTM
D5889 and GRI GCL3 as modified by this Specification.

TABLE 1: REQUIRED GCL PROPERTIES
Required Value
GCL Property Test Method Reinforced
Maximum Hydraulic Conductivity ASTM D5887 5x10-9 cm/s
Minimum Bentonite Content ASTM D5993 (@ 0%
moisture)
0.75 lb/sf
MARV Grab Tensile Strength ASTM D4632 90 lbs
Typical Shear Strength ASTM D53216243 500 psf
(when
hydrated)

Minimum Free Swell ASTM D5890 24 mL
Maximum Fluid Loss ASTM D5891 18 mL
Minimum Peel Strength, MD ASTM D6496 3.5 ppi
MARV Tensile Strength, MD ASTM 6768 30 ppi

C. Interface Friction Tests.
1. Test this and adjacent materials using ASTM D 53216243. Section 01 30 00 Special
Conditions paragraph 2.1 outlines the conditions under which this material shall be tested.
2. This material is part of a system. The system shall meet the requirements before the
component material can be deemed acceptable.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
GEOSYNTHETIC CLAY LINER (GCL)
31 05 19 - 5
PART 3 - EXECUTION
3.1 CONSTRUCTION
A. Shipping, Handling, and Storage:
1. During periods of shipment and storage, all GCL shall be protected from direct sunlight,
water, mud, dirt, dust, and debris. To the extent possible, the GCL shall be maintained
wrapped in heavy-duty protective covering until use. GCL delivered to the project site
without protective wrapping shall be rejected.
2. The Engineer shall approve the shipping and delivery schedule prior to shipment. The
Engineer shall approve the on-site storage area for the GCL. Unloading and storage of GCL
shall be the responsibility of the Contractor.
3. GCL that is damaged during shipping, handling, or storage shall be rejected and replaced at
Contractor’s expense.
B. Installation of GCL:
1. GCL shall be placed to the lines and grades shown on the Contract Drawings. At the time of
installation, GCL shall be rejected by the CQA Consultant if it has defects, rips, holes,
flaws, evidence of deterioration, or other damage.
2. The surface receiving the GCL shall be prepared to a relatively smooth condition, free of
obstructions, excessive depressions, debris, and very soft or loose pockets of soil. This
surface shall be approved by the CQA Consultant prior to GCL placement.
3. The GCL shall be placed smooth and free of excessive wrinkles. Wrinkles that exceed
approximately 6 IN in height and cannot be eliminated by amended placement methods
shall be cut and repaired by the GCL Installer in a method approved by the CQA
Consultant.
4. The GCL shall be installed on sideslopes with vertical seams only.
5. When GCL is placed with upslope and downslope portions, the upslope portion shall be
lapped such that it is the upper or exposed surface.
6. The GCL shall not be placed in standing water or while raining. Any material that becomes
partially/totally hydrated shall be removed and replaced.
7. The GCL seams shall be laid with a minimum overlap equal to 6 IN or the manufacturer's
recommendation, whichever is greater. Bentonite powder shall be placed at all GCL seams
at a minimum rate of one-quarter pound per linear foot.
8. GCL shall be temporarily secured in a manner approved by the CQA Consultant prior to
placement of overlying materials.
9. Any GCL that is torn or punctured shall be repaired or replaced as directed by the CQA
Consultant, by the Contractor at no additional cost to the Owner. The repair shall consist of
a patch of GCL placed over the failed areas and shall overlap the existing GCL a minimum
of 12 IN from any point of the rupture.
10. If in-place GCL is not otherwise protected from hydration due to rainfall, the GCL shall be
covered with a minimum of 12 IN of the overlying design material within 12 hours of GCL
placement.
3.2 FIELD QUALITY CONTROL
A. The CQA Consultant shall monitor and document the installation of GCL to ensure that the
installation and necessary repairs are made in accordance with these Specifications.
3.3 GCL ACCEPTANCE
A. The GCL Installer shall retain all ownership and responsibility for the GCL until final
acceptance by the Owner. The Owner will accept the GCL installation when the installation is
finished, all required submittals have been received and approved, and CQC/CQA verification of
the adequacy of all field seams and repairs, including associated testing, is complete.
END OF SECTION
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HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
SITE CLEARING
31 10 00 - 1
SECTION 31 10 00
SITE CLEARING
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Site clearing, tree protection, stripping topsoil and demolition.
B. Related Specification Sections include but are not necessarily limited to:
1. Division 00 - Bidding Requirements, Contract Forms, and Conditions of the Contract.
2. Division 01 - General Requirements.
3. Section 31 23 00 - Earthwork.
4. Section 31 25 00 - Soil Erosion and Sediment Control.
PART 2 - PRODUCTS - (NOT APPLICABLE TO THIS SPECIFICATION SECTION)
PART 3 - EXECUTION
3.1 PREPARATION
A. Protect existing trees and other vegetation to remain against damage.
1. Do not smother trees by stockpiling construction materials or excavated materials within
drip line.
2. Avoid foot or vehicular traffic or parking of vehicles within drip line.
3. Provide temporary protection as required.
B. Protect existing infrastructure within limits of disturbance designated to remain.
B.C. Repair or replace trees and vegetation damaged by construction operations.
1. Repair to be performed by a qualified tree surgeon/licensed arborist.
2. Remove trees which cannot be repaired and restored to full-growth status.
3. Replace with new trees of minimum 4 IN caliper or as required by local tree ordinance.
C.D. Owner will obtain authority for removal and alteration work on adjoining property, as
applicable.
3.2 SITE CLEARING
A. Topsoil Removal:
1. Strip topsoil to depths encountered or as specified within the soils report, 4” minimum.
a. Remove heavy growths of grass before stripping.
b. Stop topsoil stripping sufficient distance from such trees to prevent damage to main
root system.
c. Separate from underlying subsoil or objectionable material.
2. Stockpile topsoil where directed by Engineer.
a. Construct storage piles to freely drain surface water.
b. Seed or cover storage piles to prevent erosion.
3. Do not strip topsoil in wooded areas where no change in grade occurs.
4. Borrow topsoil: Reasonably free of subsoil, objects over 2 IN DIA, weeds and roots.
B. Clearing and Grubbing:
1. Clear from within limits of construction all trees not marked to remain.
a. Include shrubs, brush, downed timber, rotten wood, heavy growth of grass and weeds,
vines, rubbish, structures and debris.
2. Grub (remove) from within limits of construction all stumps, roots, root mats, logs and
debris encountered.

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C. Disposal of Waste Materials:
1. Do not burn combustible materials on site unless specifically approved by Owner.
1.a. Open burning of solid waste, except for the approved burning of land clearing debris
generated on-site or debris from emergency clean-up operations, is prohibited at all
MSWLF facilities. Prior to any burning, a request will be sent to the Division of Waste
Management (DWM) for review. The DWM will make the ultimate determination
about whether the burning is approved.
2. Remove all waste materials from site unless Owner approves grinding on-site.
3. Do not bury organic matter on site.
D. Clearing Requirements within Existing Limits of Waste:
1. Remove existing vegetation within designated limits of disturbance only as required to
perform sideslope liner system tie-in, install extensions of existing leachate collection pipes,
install temporary leachate forcemain and landfill gas lines, temporary stormwater
diversions, temporary stormwater sumps, and areas to be covered with geosynthetic rain
cover.
2. Maintain existing vegetation in other areas within limits of disturbance to control erosion
and sedimentation.
END OF SECTION

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EARTHWORK
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SECTION 31 23 00
EARTHWORK
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Earthwork.
B. Related Specification Sections include but are not necessarily limited to:
1. Division 00 - Bidding Requirements, Contract Forms, and Conditions of the Contract.
2. Division 01 - General Requirements.
3. Section 31 38 40 – Geosynthetic Reinforcement – MSE Wall.
1.2 QUALITY ASSURANCE
A. Referenced Standards:
1. ASTM International (ASTM):
a. D698, Standard Test Methods for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/ft3).
b. D1556, In-situ Density Measurement Using the Sand Cone.
c. D2167, Standard Test Methods for Laboratory Compaction Characteristics of Soil in
Place by the Rubber Balloon Method.
d. D2922, Standard Test Methods for Density of Soil and Soil-Aggregate in Place by
Nuclear Methods (Shallow Depth).
e. D4767, Standard Test Method for Consolidated Undrained Triaxial Compression Test
for Cohesive Soils.
f. D6913, Standard Test Methods for Particle-Size Distribution (Gradation).
B. Contractor to employ an independent soils laboratory (CQC Consultant), in accordance with
North Carolina General Statue 143-64.31 through 146-64.36 (the Minibrooks Act), to conduct
the specified test to assure that all work complies with this specification.
1.3 SUBMITTALS
A. Shop Drawings:
1. See Specification Section 01 33 00 for requirements for the mechanics and administration of
the submittal process.
2.1. Product technical data including:
a. Acknowledgement that products submitted meet requirements of standards referenced.
b. Manufacturer's installation instructions.
b.c. Borrow Source Characterization Study as described in Paragraph 2.1F.
2. Certifications.
3. NC mining permit for off-site borrow sources.
4. Test reports:
a. Soils inspection and testing results.
a.b. Off-site borrow area analytical testing results (if applicable).
B. Samples:
1. Submit samples and source of fill and backfill materials proposed for use.
2. Submit samples and source of borrow materials proposed for use.
1.4 SOILS/GEOTECHNICAL
A. The Owner will provide for the on-site services of a CQA Consultant (Soils Engineer) to
selectively test materials and monitor compliance with the requirements of these Specifications.
This will be in addition to Construction Quality Control (CQC), provided and paid for by the

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Contractor to be performed by the CQC Consultant in accordance with these Specifications and
the CQA Plan.
B. The Contractor will afford these representatives access to the job site for the performance of
their duties as described in the Contract Documents.
C. General Duties and Responsibilities of the Contractor’s CQC Consultant: Under the direction of
a qualified registered engineer or geologist:
1. Perform stockpile and in-place testing of all soil and rock materials used in the work in
conformance with these Specifications and the CQA Plan.
2. Inspect subgrades and excavations and evaluate/determine suitability of materials
encountered. Determine extent of any overexcavation required to remove unsuitable
materials under roadways, structures, or other areas of construction.
3. Document placement of fill materials and perform testing to confirm compliance with these
Specifications.
4. Evaluate the suitability of existing on-site materials for use in construction of embankments
and fills within the proposed grading shown on the Contract Drawings.
5. Measure quantity of unsuitable materials under contract provisions for authorized
overexcavation and backfill.
D. General Duties and Responsibilities of Owner’s CQA Consultant:
1. Approve materials proposed for incorporation into the work as proposed by the CQC
Consultant.
2. Review subgrades and excavations and approve suitability of materials encountered as
proposed by the CQC Consultant. Approve extent of any overexcavation required to
remove unsuitable materials under roadways, structures, or other areas of construction, as
proposed by the CQC Consultant.
3. Observe placement of fill materials and testing by CQC Consultant for compliance with
these specifications.
4. Review/approve the suitability of existing on-site materials for use in construction of
embankments and fills.
5. Review construction operations and monitor for compliance with Contract Documents.
6. Review/approve CQC Consultant quantity of unsuitable materials for payment on a unit
price basis under contract provisions for authorized overexcavation and backfill.
E. Available Subsurface Information: Data provided in these specifications on subsurface soil
conditions are not intended as representations or warranties of the continuity of such conditions
between borings or indicated sampling locations. It shall be expressly understood that neither
the Owner nor the Engineer will be responsible for any interpretation or conclusion drawn
therefrom by the Contractor. Data is made available for the convenience of the Contractor.
F. Additional or supplementary soil borings or other exploratory operations may be made by the
Contractor at no additional cost to the Owner. The Contractor shall provide the Owner with a
copy of any data obtained/developed during such work. Such additional work shall be
performed in a timely manner in accordance with and not impacting or changing the project
schedule set forth in the Contract Documents.
1.5 TOLERANCES
A. Grading shall be to a tolerance of + 0.1 FT unless otherwise noted in the construction documents
and then the stricter criteria shall be used.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Fill and Backfill: Selected material approved by CQA ConsultantSoils Engineer and OwnerCQC
Consultants from site excavation, or from site stockpile, or offsite source.

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B. Structural Fill: Structural fill should conform to the following. Contractor may propose alternate
gradations for structural fill to Owner with appropriate geotechnical lab testing for consideration:

SIEVE SIZE PERCENT FINER BY WEIGHT
(ASTM D6913)
3 IN 100
¼ IN 30-80
No. 40 5-60
No. 200 0-50

MINIMUM SHEAR STRENGTH (ASTM D4767)*
Effective Stress Friction Angle = 28 DEG, Cohesion = 0
Total Stress Friction Angle = 12 DEG, Cohesion =630 PSF
*Samples shall be compacted to 95 percent maximum dry density per ASTM D698.

C. Perform pre-construction testing as indicated in Paragraph 2.1B at a minimum frequency of one
series of tests per borrow source and for each type of soil within the borrow source proposed for
use.
C.D. See Section 31 38 40 for special requirements for soil fill used for the reinforced zone for
MSE wall construction
D.E. The Contractor shall conduct his own quantity and quality investigations and testing to
determine availability and suitability of (on-site) borrow materials, as allowed by the Owner.
E.F. All earth materials proposed for use in the Work shall be adequately characterized prior to the
Work by the CQC Consultant.
G. All pre-construction subsurface exploration and laboratory testing information obtained by the
Contractor to verify available borrow quantities and ability to meet the requirements of this
specification shall be submitted to the CQA Consultant in a Borrow Source Characterization
Study (BSCS).
H. Soil obtained from off-site must be from borrow areas with a NC mining permit, unless
exempted by general statutes, or otherwise the soil must be tested for chemical contamination by
a NC certified laboratory to demonstrate that it meets “unrestricted use standards” meaning
concentrations of contaminants, if any, are acceptable for all uses per NCGS 130A-310.65.
Analytical test results must show any contaminant of concern with a concentration less than or
equal to that in the NC Industrial/commercial Health Base Preliminary Soil Remediation Goal
(NC PSRG).
PART 3 - EXECUTION
3.1 PROTECTION
A. Protect existing surface and subsurface features on-site and adjacent to site as follows:
1. Provide barricades, coverings, or other types of protection necessary to prevent damage to
existing items indicated to remain in place.
2. Protect and maintain bench marks, monuments or other established reference points and
property corners.
a. If disturbed or destroyed, replace at own expense to full satisfaction of Owner and
controlling agency.
3. Verify location of utilities.

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a. Omission or inclusion of utility items does not constitute nonexistence or definite
location.
b. Secure and examine local utility records for location data.
c. Identify and confirm the location of the existing landfill gas piping and leachate force-
main.
c.d. Take necessary precautions to protect existing utilities from damage due to any
construction activity.
d.e. Repair damages to utility items at own expense.
e.f. In case of damage, notify Engineer at once so required protective measures may be
taken.
4. Maintain free of damage, existing sidewalks, structures, and pavement, not indicated to be
removed.
a. Any item known or unknown or not properly located that is inadvertently damaged
shall be repaired to original condition.
b. All repairs to be made and paid for by Contractor.
5. Provide full access to public and private premises, fire hydrants, street crossings, sidewalks
and other points as designated by Owner to prevent serious interruption of travel.
6. Maintain stockpiles and excavations in such a manner to prevent inconvenience or damage
to structures on-site or on adjoining property.
7. Avoid surcharge or excavation procedures which can result in heaving, caving, or slides.
8. Remove existing waste edge markers, slope drains, and other infrastructure within limits of
disturbance that will interfere with construction and are not designated to remain in-place.
Store at a location approved by Owner.
9. Construct temporary access road on existing landfill surface opposite of MSE wall location
for wall construction.
7.10. Construct stormwater diversion berms on existing landfill surface opposite of MSE wall
to divert as much surface water away from MSE wall construction area as possible.
B. Construct erosion and sediment controls prior to commencing earthwork activities.
C. Dispose of waste materials at locations on-site designated by Owner.
3.2 SITE EXCAVATION AND GRADING
A. The work includes all operations in connection with excavation, borrow, construction of fills and
embankments, rough grading, and disposal of excess materials in connection with the
preparation of the site(s) for construction of the proposed facilities.
B. Excavation and Grading:
1. Perform as required by the Contract Drawings.
2. Contract Drawings may indicate both existing grade and finished grade required for
construction of Project.
a. Stake all units, structures, piping, roads, parking areas and walks and establish their
elevations.
b. Perform other layout work required.
c. Replace property corner markers to original location if disturbed or destroyed.
3. Preparation of ground surface for embankments or fills:
a. Before fill is started, scarify to a minimum depth of 6 IN in all proposed embankment
and fill areas.
b. Where ground surface is steeper than one vertical to four horizontal, plow surface in a
manner to bench and break up surface so that fill material will bind with existing
surface.
4. Protection of finish grade:
a. During construction, shape and drain embankment and excavations.
b. Maintain ditches and drains to provide drainage at all times.
c. Protect graded areas against action of elements prior to acceptance of work.
d. Reestablish grade where settlement or erosion occurs.

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C. Borrow:
1. Provide necessary amount of approved fill compacted to density equal to that indicated in
this Specification.
2. Include cost of all borrow material in original proposal.
3. Fill material to be approved by CQA ConsultantSoils Engineer prior to placement.
D. Construct embankments and fills as required by the Contract Drawings:
1. Construct embankments and fills at locations and to lines of grade indicated.
a. Completed fill shall correspond to shape of typical cross section or contour indicated
regardless of method used to show shape, size, and extent of line and grade of
completed work.
2. Provide approved fill material which is free from roots, organic matter, trash, frozen
material, and stones having maximum dimension greater than 63 IN.
a. Ensure that stones larger than 34 IN are not placed in upper 6 IN of fill or embankment.
b. Do not place material in layers greater than 8 IN loose thickness.
c. Place layers horizontally and compact each layer prior to placing additional fill.
3. Compact by sheepsfoot, pneumatic rollers, vibrators, or by other equipment as required to
obtain specified density.
a. Control moisture for each layer necessary to meet requirements of compaction.
E. Upon reaching subgrade elevations shown, proofroll subgrade soils and obtain the CQC
Consultant’s review/recommendation and CQA Consultant’s approval. If unsuitable materials
are encountered at the subgrade elevation, repair as directed by the CQC Consultant and
approved by the CQA Consultant to remove unsuitable materials. Excavation of 1 cy or greater
should be preapproved by the CQC Consultant and CQA Consultant.
F. Proofrolling shall be conducted with a pneumatic-tired vehicle of at least 20 tons Gross Vehicle
Weight (GVW), approved by the CQC and CQA Consultants. An alternate approved by the
CQA Consultant may be used in constricted areas.
G. Where subgrade materials are determined to be unsuitable, such materials shall be removed to
the lengths, widths, and depths directed by the CQC Consultant and approved by the CQA
Consultant, and backfilled with suitable material unless further excavation or earthwork is
required. No additional payment will be made for such excavation and backfill 6 IN or less than
the finished subgrade. Payment for unsuitable material excavation greater than 6 IN beneath the
finished subgrade shall be negotiated.
H. The subgrade of areas to receive fill shall be smooth and free of all vegetation, sticks, roots,
rocks, and debris.
I. Dewatering (as required): Provide and maintain dewatering of all surface water and/or
groundwater as required for excavation.
J. Do not place fill when the subgrade is frozen, wet, loose, or soft.
3.3 ROCK EXCAVATION
A. Rock is defined as natural material that cannot be moved or ripped with a Caterpillar D9
equipped with a single tooth ripper or approved equal. A demonstration is required. The
Contractor shall not remove rock until authorized by the Engineer.
B. All rock excavation shall be under one classification.
1. This classification shall include solid ledge rock in its natural location that requires
systematic quarrying, drilling and/or blasting for its removal and also boulders that exceed
1/2 CY in volume.
C. When rock is encountered, strip free of earth.
1. Employ an independent surveyor to determine rock quantities before removal operation
begins.
2. In computing the volumetric content of rock excavation for payment, the pay lines shall be
taken as follows:

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a. For structures: 3 FT outside the exterior limits of foundations and from rock surface to
6 IN below bottom of foundations.
b. For piping and utilities: A width 18 IN wider than the outside diameter of the pipe or
conduit and from rock surface to 6 IN below bottom exterior surface of the pipe or
conduit.
c. For paving: 2 FT outside the exterior limits of paving and from rock surface to 6 IN
below bottom of pavement subbase.
D. The use of explosives shall be limited to the magnitude and location of the charge that will not
cause damage to adjacent existing construction and utilities through shock vibrations or other
stress loadings. Provide adequate blanket protection to ensure that there will not be fragments of
rock or other debris flying through the air when discharging explosives. Any damage to existing
construction or other features caused by blasting operations to be repaired and paid for by
Contractor.
1. Explosive permits shall be obtained from the appropriate local authorities.
2. The Contract unit price for rock excavation shall include all equipment and materials and
other work necessary for excavation and hauling the rock from the site, and for furnishing
and placing suitable replacement material as specified in its place.
E. Where explosives and blasting are used, comply with all laws and ordinances of municipal, state
and Federal agencies relating to the use of explosives. Use qualified personnel for blasting and
take proper precautions to protect persons, property or the work from damage or injury from
blast or explosion. Conduct preblast survey in the company of the CQA Consultant to aid in
determining any damage caused by blasting.
3.4 FIELD QUALITY CONTROLCOMPACTION REQUIREMENTS
A. Minimum compaction required is 95 percent per ASTM D698.
A.B. Moisture density relations, to be established by the CQC Consultant required for all
materials to be compacted.
B.C. Extent of compaction testing will be as necessary to assure compliance with
specifications.
C.D. Give minimum of 24 HR advance notice to CQC Consultant and CQA Consultant when
ready for compaction or subgrade testing and inspection.
D.E. Should any compaction density test or subgrade inspection fail to meet specification
requirements, perform corrective work as necessary.
E.F. Pay for all costs associated with corrective work and retesting resulting from failing compaction
density tests.
F.G. See Section 31 38 40 – Geosynthetic Reinforcement – MSE Wall for specific field quality
control requirements for the reinforced zone backfill for MSE wall construction.
3.5 FIELD QUALITY CONTROLCOMPACTION DENSITY REQUIREMENTS
A. Obtain approval from CQA ConsultantSoils Engineer with regard to suitability of soils and
acceptable subgrade prior to subsequent operations.
B. Provide dewatering system necessary to successfully complete compaction and construction
requirements.
C. Remove frozen, loose, wet, or soft material and replace with approved material as directed by
CQA ConsultantSoils Engineer.
D. Stabilize subgrade with well graded granular materials as directed by CQA ConsultantSoils
Engineer.
E. Assure by results of testing that compaction densities comply with the following requirements:
1. Sitework:

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LOCATION COMPACTION DENSITY
All Acceptable Soils 100 percent per ASTM D698

E. Verify compaction of backfill soils at a minimum frequency of one (1) passing test per 400 CY
of soil placed per ASTM D1556, ASTM D2167, or ASTM D2922.
F. Verify strength parameters on laboratory compacted samples of backfill soils PER ASTM
D4767 at a minimum frequency of one (1) test per 2,000 CY of soil placed or change in material.
G. Verify gradation of backfill soils PER ASTM D6913 at a minimum frequency of one (1) test per
2,000 CY of soil placed or change in material.
F.H. QC Consultant to provide a report, sealed by a professional engineer licensed in the state of the
project, that includes observations during construction, summary table of test results, field data,
lab data, site plan indicating the location of the test (failed and passing), and a statement that the
materials incorporated into the project are compliant or non-compliant with the specifications.
3.6 SPECIAL REQUIREMENTS
A. Erosion Control:
1. Conduct work to minimize erosion of site.
2. Construct stilling areas to settle and detain eroded material.
3. Remove eroded material washed off site.
4. Clean streets daily of any spillage of dirt, rocks or debris from equipment entering or
leaving site.
END OF SECTION
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HDR Project No. 10110265 City of Winston-Salem September 2020
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TRENCHING, BACKFILLING, AND COMPACTING FOR UTILITIES
31 23 33 - 1
SECTION 31 23 33
TRENCHING, BACKFILLING, AND COMPACTING FOR UTILITIES
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Excavation, trenching, backfilling and compacting for all underground utilities.
2. Reinforced Concrete Pipe (RCP) for stormwater discharge pipes at catch basins.
2.3. High Density Polyethylene (HDPE) pipe for leachate forcemain, water main, subdrain pipes
and laterals, and landfill gas piping.
B. Related Specification Sections include but are not necessarily limited to:
1. Division 00 - Bidding Requirements, Contract Forms, and Conditions of the Contract.
2. Division 01 - General Requirements.
3. Section 31 23 00 - Earthwork.
4. Section 33 05 16 33 05 15- Precast Concrete Utility Manhole Structures.
5. Section 40 05 00 - Pipe and Pipe Fittings Basic Requirements.
4.6. section 40 05 33 – Pipe – High Density Polyethylene (HDPE).
1.2 QUALITY ASSURANCE
A. Referenced Standards:
1. ASTM International (ASTM):
a. C33, Standard Specification for Concrete Aggregates.
b. D698, Standard Test Methods for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)).
c. D2321, Standard Practice for Underground Installation of Thermoplastic Pipe for
Sewers and Other Gravity-Flow Applications.
d. D4253, Standard Test Methods for Maximum Index Density and Unit Weight of Soils
Using a Vibratory Table.
e. D4254, Standard Test Methods for Minimum Index Density and Unit Weight of Soils
and Calculation of Relative Density.
B. Qualifications:
1. Hire an independent soils laboratory to conduct in-place moisture-density tests for
backfilling to assure that all work complies with this Specification Section.
2. Registered professional engineer licensed in North Carolina for the design of trench
shorting systems or other trench safety plans.
1.3 DEFINITIONS
A. Excavation: All excavation will be defined as unclassified.
1.4 SUBMITTALS
A. Shop Drawings:
1. See Specification Section 01 33 00 for requirements for the mechanics and administration of
the submittal process.
2.1. Product technical data including:
a. Acknowledgement that products submitted meet requirements of standards referenced.
b. Manufacturer's installation instructions.
3.2. Submit respective pipe or conduit manufacturer's data regarding bedding methods of
installation and general recommendations.
4.3. Submit sieve analysis reports on all granular materials (clean sand for HDPE pipe bedding
and NCDOT No. 57 stone for RCP bedding).
B. Informational Submittals:

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TRENCHING, BACKFILLING, AND COMPACTING FOR UTILITIES
31 23 33 - 2
1. See Specification Section 01 33 00 for requirements for the mechanics and administration of
the submittal process.
2.1. Trench shield (trench box) certification if employed:
a. Specific to Project conditions.
b. Re-certified if members become distressed.
c. Certification by registered professional structural engineer, registered in the state where
the Project is located.
d. Engineer is not responsible to, and will not, review and approve.
1.5 SITE CONDITIONS
A. Avoid overloading or surcharge a sufficient distance back from edge of excavation to prevent
slides or caving.
1. Maintain and trim excavated materials in such manner to be as little inconvenience as
possible to public and adjoining property owners.
B. Provide full access to public and private premises and fire hydrants, at street crossings,
sidewalks and other points as designated by Owner to prevent serious interruption of travel.
C. Protect and maintain bench marks, monuments or other established points and reference points
and if disturbed or destroyed, replace items to full satisfaction of Owner and controlling agency.
D. Verify location of existing underground utilities.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Backfill Material:
1. As approved by CQC Consultation and the CQA Consultant.
a. Free of rock cobbles, roots, sod or other organic matter, and frozen material.
b. Moisture content at time of placement: 3 percent plus/minus of optimum moisture
content as specified in accordance with ASTM D1557.
B. Bedding Materials:
1. As approved by the CQC Consultation and the CQA Consultant
2. Granular bedding materials:
a. ASTM C33, meeting NCDOT 78M#57 stone, or as specifically approved by the CQA
ConsultantEngineer.
b. ASTM C33, meeting NCDOT #2S sand, or as specifically approved by the CQA
Consultant.
PART 3 - EXECUTION
3.1 GENERAL
A. Remove and dispose of unsuitable materials as directed by Soils EngineerCQA Consultant to
site provided by Owner.
3.2 EXCAVATION
A. Unclassified Excavation: Remove rock excavation, clay, silt, gravel, hard pan, loose shale, and
loose stone as directed by Soils Engineer.
B. Excavation for Appurtenances:
1. 12 IN (minimum) clear distance between outer surface and embankment.
2. See Specification Section 31 23 00 for applicable requirements.
3. See Specification Section 33 05 16 for applicable requirements.
C. Trench Excavation:

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1. Excavate trenches by open cut method to depth shown on Drawings and necessary to
accommodate work.
a. Support existing utility lines where proposed work crosses at a lower elevation.
1) Stabilize excavation to prevent undermining of existing utility.
2. Open trench outside buildings, units, and structures:
a. No more than the distance between two manholes, structures, units, or 600 LF,
whichever is less.
b. Field adjust limitations as weather conditions dictate.
3. Trenching within buildings, units, or structures:
a. No more than 100 LF at any one time.
4. Any trench or portion of trench, which is opened and remains idle for seven (7) calendar
days, or longer, as determined by the Owner, may be directed to be immediately refilled,
without completion of work, at no additional cost to Owner.
a. Said trench may not be reopened until Owner is satisfied that work associated with
trench will be prosecuted with dispatch.
5. Observe following trenching criteria:
a. Trench size:
1) Excavate width to accommodate free working space.
2) Maximum trench width at top of pipe or conduit may not exceed outside diameter
of utility service by more than the following dimensions:

OVERALL DIAMETER OF UTILITY SERVICE EXCESS DIMENSION
33 IN and less 18 IN
more than 33 IN 24 IN

3) Cut trench walls vertically from bottom of trench to 1 FT above top of pipe,
conduit, or utility service.
4) Keep trenches free of surface water runoff.
a) Include cost in Bid.
b) No separate payment for surface water runoff pumping will be made.
D. Trenching for Electrical Installations:
1. Observe the preceding Trench Excavation paragraph in PART 3 of this Specification
Section.
2. Modify for electrical installations as follows:
a. Open no more than 600 LF of trench in exterior locations for trenches more than 12 IN
but not more than 30 IN wide.
b. Any length of trench may be opened in exterior locations for trenches which are 12 IN
wide or less.
c. Do not over excavate trench.
d. Cut trenches for electrical runs with minimum 30 IN cover, unless otherwise specified
or shown on Drawings.
e. See Division 26 for additional requirements.
3.3 PREPARATION OF FOUNDATION FOR PIPE LAYING
A. Over-Excavation:
1. Backfill and compact to 90 percent of maximum dry density per ASTM D698.
2. Backfill with granular bedding material as option.
B. Rock Excavation:
1. Excavate minimum of 6 IN below bottom exterior surface of the pipe or conduit.
2. Backfill to grade with suitable earth or granular material.
3. Form bell holes in trench bottom.
C. Subgrade Stabilization:
1. Stabilize the subgrade when directed by the Owner.

HDR Project No. 10110265 City of Winston-Salem September 2020
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TRENCHING, BACKFILLING, AND COMPACTING FOR UTILITIES
31 23 33 - 4
2. Observe the following requirements when unstable trench bottom materials are encountered.
a. Notify Owner when unstable materials are encountered.
1) Define by drawing station locations and limits.
b. Remove unstable trench bottom caused by Contractor failure to dewater, rainfall, or
Contractor operations.
1) Replace with subgrade stabilization with no additional compensation.
3.4 BACKFILLING METHODS
A. Do not backfill until tests to be performed on system show system is in full compliance with
specified requirements.
B. Carefully Compacted Backfill:
1. Furnish where indicated on Drawings, specified for trench embedment conditions and for
compacted backfill conditions up to 12 IN above top of pipe or conduit.
2. Comply with the following:
a. Place backfill in lifts not exceeding 8 IN (loose thickness).
b. Hand place, shovel slice, and pneumatically tamp all carefully compacted backfill.
c. Observe specific manufacturer's recommendations regarding backfilling and
compaction.
d. Compact each lift to specified requirements.
C. Common Trench Backfill:
1. Perform in accordance with the following:
a. Place backfill in lift thicknesses capable of being compacted to densities specified.
b. Observe specific manufacturer's recommendations regarding backfilling and
compaction.
c. Avoid displacing joints and appurtenances or causing any horizontal or vertical
misalignment, separation, or distortion.
D. Water flushing for consolidation is not permitted.
E. Backfilling for Electrical Installations:
1. Observe the preceding Carefully Compacted Backfill paragraph or Common Trench
Backfill paragraph in PART 3 of this Specification Section or when approved by the
Engineer.
2. Modify for electrical installation as follows:
a. Observe notes and details on electrical drawings for fill in immediate vicinity of direct
burial cables.
F. Install marker tape/tracer wire per Section 40 05 00.
3.5 COMPACTION
A. General:
1. Place and assure bedding, backfill, and fill materials achieve an equal or higher degree of
compaction than undisturbed materials adjacent to the work.
2. In no case shall degree of compaction below minimum compactions specified be accepted.
B. Compaction Requirements:
1. Unless noted otherwise on Drawings or more stringently by other Specification Sections,
comply with following minimum trench compaction criteria.
a. Bedding material:

LOCATION HEADINGSOIL TYPE HEADINGCOMPACTION DENSITY
All locations Cohesionless soils 75 percent relative density by ASTM
D4253 and ASTM D4254

b. Carefully compacted backfill:

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
TRENCHING, BACKFILLING, AND COMPACTING FOR UTILITIES
31 23 33 - 5

LOCATION HEADING SOIL TYPE COMPACTION DENSITY
Landfill cell, landfill
berms, perimeter
roadway
All applicable areas
Cohesive soils 95 percent of maximum dry density by ASTM
D698
Cohesionless soils 75 percent relative density by ASTM D4253
and ASTM D4254

c. Common trench backfill:

LOCATION HEADINGSOIL TYPE HEADINGCOMPACTION DENSITY
Under pavements, gravel
roadways, surfaces within
highway right-of-ways
Cohesive soils 95 percent of maximum dry density by ASTM
D698
Cohesionless soils 60 percent of relative density by ASTM
D4253 and ASTM D4254

Under turfed, sodded, plant
seeded, nontraffic areas
Cohesive soils 85 percent of maximum dry density by ATM
D698
Cohesionless soils 40 percent of relative density by ASTM
D4253 and ASTM D4254

3.6 FIELD QUALITY CONTROL
A. Testing:
1. Perform in-place moisture-density tests for every 5,000 CY of material placed.
2. Perform tests through recognized testing laboratory approved by Owner.
3. Perform additional tests as directed until compaction meets or exceeds requirements.
4. Assure Owner has immediate access for testing of all soils related work.
5. Ensure excavations are safe for testing personnel.
END OF SECTION
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HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
SOIL EROSION AND SEDIMENT CONTROL
31 25 00 - 1
SECTION 31 25 00
SOIL EROSION AND SEDIMENT CONTROL
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Soil erosion and sediment control.
B. Related Specification Sections include but are not necessarily limited to:
1. Division 00 - Bidding Requirements, Contract Forms, and Conditions of the Contract.
2. Division 01 - General Requirements.
1.2 QUALITY ASSURANCE
A. Referenced Standards:
1. North Carolina Erosion and Sediment Control Planning and Design Manual, current edition.
2. North Carolina State Department of Transportation Standard Specifications for Roads and
Structures Construction, current edition.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Rip Rap: Refer to Section 31 37 00 Stone Revetment (Rip Rap).
B. Grass Seed: Refer to Section 32 92 13 Seeding.
C. Silt Fence: Refer to Drawings.
D. Erosion Control Blankets: Refer to Section 31 25 14 Erosion Control Blankets.
E. Geotextiles: Refer to Section 31 32 19, Geotextile Fabric.
PART 3 - EXECUTION
3.1 PREPARATION
A. Prior to General Stripping Topsoil and Excavating:
1. Install perimeter dikes, swales, and silt fence.
2. Excavate and shape sediment basins and traps.
3. Construct pipe spillways and install stone filter where required.
4. Machine compact all berms, dikes and embankments for basins and traps.
5. Install straw bales where indicated.
a. Provide two stakes per bale.
b. First stake angled toward previously installed bale to keep ends tight against each other.
B. Construct sediment traps where indicated on Drawings during rough grading as grading
progresses.
C. Temporarily seed basin slopes and topsoil stockpiles:
1. Rate: 1/2 LB/1000 SF.
2. Reseed as required until good stand of grass is achieved.
3.2 DURING CONSTRUCTION PERIOD
A. Maintain Basins, Dikes, Traps, Stone Filters, Straw Bales, Silt Fence, etc.:
1. Inspect regularly especially after rainstorms.
2. Repair or replace damaged or missing items.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
SOIL EROSION AND SEDIMENT CONTROL
31 25 00 - 2
B. After rough grading, sow temporary grass cover over all exposed earth areas not draining into
sediment basin or trap.
C. Construct inlets as soon as possible.
1. Excavate and tightly secure straw bales completely around inlets as detailed on Drawings.
D. Provide necessary swales and dikes to direct all water towards and into sediment basins and
traps.
E. Do not disturb existing vegetation (grass and trees).
F. Excavate sediment out of basins and traps when capacity has been reduced by 50 percent.
1. Remove sediment from behind bales to prevent overtopping.
G. Topsoil and Fine Grade Slopes and Swales, etc.: Seed and mulch as soon as areas become
ready.
3.3 NEAR COMPLETION OF CONSTRUCTION
A. Eliminate basins, dikes, traps, silt fence, etc.
B. Grade to finished or existing grades.
C. Fine grade all remaining earth areas, then seed and mulch.
END OF SECTION

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
EROSION CONTROL BLANKETS
31 25 14 - 1
SECTION 31 25 14
EROSION CONTROL BLANKETS
PART 1 - GENERAL
1.1 SECTION INCLUDES
A. The erosion control blankets are for the purpose of erosion control and revegetation as described
herein.
B. This work shall consist of furnishing and installation of the erosion control blankets, including
fine grading, blanketing, stapling, and miscellaneous related work, in accordance with these
standard specifications and at the location(s) identified on Drawings or designated by Engineer.
This work shall include all necessary materials, labor, supervision and equipment for installation
of a complete system.
C. All work of this Section shall be performed in accordance with the Conditions and Requirements
of the Contract Documents.
D. The erosion control blankets shall be used where surface erosion is not desirable. The blankets
shall be suitable for the following applications:
1. Channel and ditch linings.
2. Slope protection.
1.2 RELATED SECTIONS
A. Section 01 33 00 - Submittals.
B. Section 31 23 00 - Earthwork.
C. Section 32 92 13 - Seeding.
1.3 PERFORMANCE REQUIREMENTS
A. Erosion control blankets shall provide a temporary, biodegradable cover material to reduce
erosion and enhance revegetation.
1.4 SUBMITTALS
A. Submit product data on materials for erosion control blankets in accordance with Section 01 33
00.
B. Indicate locations where the material will be used.
C. Manufacturer’s Installation procedures and methods.
D. Any alternative system submitted for approval shall include complete design data, including test
evidence of compliance to the essential design parameters of Project and reference installations
similar in size and scope to that specified for Project.
1.5 SAMPLES
A. Submit product samples in accordance with Section 01 33 00.
1.6 DELIVERY, STORAGE AND HANDLING
A. Erosion control blankets shall be furnished in rolls and wrapped with suitable material to protect
against moisture and extended ultraviolet exposure prior to placement. Each roll shall be labeled
to provide identification sufficient for inventory and quality control purposes.
B. Erosion control blankets shall be free of defects that would interfere with the proper installation
or impair the performance.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
EROSION CONTROL BLANKETS
31 25 14 - 2
C. Erosion control blankets shall be stored by Contractor in a manner which protects them from
damage by construction traffic.
PART 2 - PRODUCTS
2.1 EROSION CONTROL BLANKETS
A. Rolled matting:
1. Shear stress – 1.5 psf.
2. Longevity – 8 months.
3. Top Net – Photodegradable polypropylene.
4. Bottom Net – None.
5. Fiber Matrix – 100% straw (0.5 lbs/sy)
B. Hydraulically applied:

PROPERTY TEST METHOD TEST VALUE
Mass per unit area ASTM D6566 11.5 oz/yd2
Thickness ASTM D6525 0.19 in
% Ground cover ASTM D6567 99%
Flexural Rigidity (wet) ASTM D6575 0.138 oz-in
Cure Time Observed < 2 hr.
Color (fugitive dye) Observed Green
Functional Longevity Observed Up to 1 year

C. Turf Reinforced Matting: Green Armor 7010 or approved equal.

PART 3 - EXECUTION
3.1 SITE PREPARATION
A. Before placing erosion control blanket, the subgrade shall be inspected by Contractor to insure
that it has been properly compacted; has been graded smooth; has no depressed, void, soft or
uncompacted areas; is free from obstructions, such as tree roots, projecting stones or other
foreign matter; and has been seeded. Contractor shall not proceed until all unsatisfactory
conditions have been remedied. By beginning construction, Contractor signifies his approval of
preceding work.
B. Contractor shall fine grade the subgrade by hand dressing where necessary to remove local
deviations.
C. No vehicular traffic shall be permitted directly on the blankets.
3.2 CHANNEL INSTALLATION
A. Erosion control blankets shall be installed as directed by the Engineer in accordance with
manufacturer's instructions. The extent of erosion control blankets shall be as shown on
Drawings.
B. Rolled erosion control blankets shall be installed parallel to the flow of water. The first roll shall
be centered longitudinally in mid-channel and anchored. Subsequent rolls shall follow from
channel center outward.

HDR Project No. 10110265 City of Winston-Salem September 2020
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EROSION CONTROL BLANKETS
31 25 14 - 3
C. Successive lengths of erosion control blankets shall be overlapped ("shingled") sufficiently for a
common row of connections with the upstream end on top. Connect the overlap across the end of
each of the overlapping lengths.
D. A trench shall be located at the upstream termination. Erosion control blanket shall be connected
to the bottom of the trench. Backfill and compact the trench.
E. Staple in accordance with manufacturer’s recommendation.
3.3 SLOPE INSTALLATION
A. Before placing erosion control blanket, the subgrade shall be inspected by Contractor to insure
that it has been properly compacted; has been graded smooth; has no depressed, void, soft or
uncompacted areas; is free from obstructions, such as tree roots, projecting stones or other
foreign matter; and has been seeded. Contractor shall not proceed until all unsatisfactory
conditions have been remedied. By beginning construction, Contractor signifies his approval of
preceding work.
B. Place on all slopes outside landfill construction baseline, excluding the stockpiles, on slopes
greater than or equal to 3H:1V.
3.4 QUALITY ASSURANCE
A. Erosion control blankets shall not be defective or damaged. Any such problems shall be
corrected by Contractor at no cost to Owner and to the satisfaction of Engineer.
3.5 CLEAN-UP
A. At the completion of this scope of work, Contractor shall remove from the job site and properly
dispose of all remaining debris, waste materials, excess materials, and equipment required of or
created by Contractor. Disposal of waste materials shall be solely the responsibility of
Contractor and shall be done in accordance with applicable waste disposal regulations.
END OF SECTION
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HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
DRAINAGE COMPOSITE
31 32 18 - 1
SECTION 31 32 18
DRAINAGE COMPOSITE
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Bonded geotextile-geonet drainage composite for use in both the landfill base liner system
and the final cap system.
B. Related Specification Sections include but are not necessarily limited to:
1. Division 00 - Bidding Requirements, Contract Forms, and Conditions of the Contract.
2. Division 01 - General Requirements.
3. Section 31 32 19 - Geotextiles.
4. Section 31 38 25 – Operational Cover and Leachate Collection Layer.
3.5. Section 31 38 35 – Vegetative Support Soil.
1.2 QUALITY ASSURANCE
A. Referenced Standards:
1. ASTM International (ASTM):
a. D413, Standard Test Methods for Rubber Property - Adhesion to Flexible Substrate.
b. D1238, Standard Test Method for Melt Flow Rates of Thermoplastics by Extrusion
Plastometer.
c. D1505, Standard Test Method for Density of Plastics by the Density-Gradient
Technique.
d. D1603, Standard Test Method for Carbon Black in Olefin Plastics.
d.e. D4716, Test Method for Determining the (In-Plane) Flow Rate per Unit Width and
Hydraulic Transmissivity of a Geosynthetic Using a Constant Head.
e.f. D4873, Standard Guide for Identification, Storage, and Handling of Geosynthetic Rolls
and Samples.
B. Qualifications:
1. Each manufacturing and fabricating firm shall demonstrate five (5) years continuous
experience, including a minimum of 5,000,000 SF of drainage composite production in the
past three (3) years.
2. Installer shall attend pre-installation conference.
1.3 DEFINITIONS
A. Manufacturer: Manufacturer producing drainage composites from geonet cores and geotextiles.
B. Installer: The Installers are the individuals actually performing the hands-on work in the field.
1.4 SUBMITTALS
A. Shop Drawings:
1. See Specification Section 01 33 00 for requirements for the mechanics and administration of
the submittal process.
2.1. Manufacturer's documentation that raw materials and roll materials comply with required
drainage composite and geotextile physical properties. Documentation shall consist of a
mill certificate or affidavit signed by a legally authorized official of the manufacturer for the
material attesting that raw material and roll materials comply with the required physical and
manufacturing requirements.
3.2. Manufacturer and Installer quality control manuals.
4.3. Original test results for resins and roll material at frequency specified in respective quality
control manuals.
a. Include or bracket the rolls delivered for use in the Work.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
DRAINAGE COMPOSITE
31 32 18 - 2
4. Proposed details of anchor trench if different than included in Contract Documents.
5. Certification that the manufactured drainage composite has been continuously inspected
using permanent on-line full-width metal detectors and does not contain any needles which
could damage other geosynthetic layers.
B. Informational Submittals:
1. See Specification Section 01 33 00 for requirements for the mechanics and administration of
the submittal process.
2.1. Qualification documentation specified in the QUALITY ASSURANCE Article in PART 1
of this Specification Section.
1.5 DELIVERY, STORAGE AND HANDLING
A. See Specification Section 01 65 500.
B.A. Label, handle, and store drainage composites in accordance with ASTM D4873 and as
specified herein.
C.B. Wrap each roll in an opaque and waterproof layer of plastic during shipment and storage.
1. Do not remove the plastic wrapping until deployment.
D.C. Label each roll with the manufacturer's name, drainage composite type, lot number, roll
number, and roll dimensions (length, width, gross weight).
E.D. Repair or replace, as directed by the Engineer, drainage composite or plastic wrapping
damaged as a result of storage or handling.
F.E. Do not expose drainage composite to temperatures in excess of 71 DegC (160 DegF) or below 0
DegC (32 DegF) unless recommended by the Manufacturer.
G.F. Do not use hooks, tongs or other sharp instruments for handling the drainage composite.
H.G. Do not lift rolls by use of cables or chains in contact with the drainage composite.
I.H. Do not drag drainage composite along the ground or across textured geomembranes.
PART 2 - PRODUCTS
2.1 ACCEPTABLE MANUFACTURERS
A. Subject to compliance with the Contract Documents, the following manufacturers are
acceptable:
1. Solmax.
2. Agru America.
3. Skaps Industries.
2.2 MATERIALS AND MANUFACTURE
A. Geonet Core:
1. Use nonthermally degraded polyethylene polymer which is clean and free of any foreign
contaminants.
2. Manufactured geonet to conform to the property requirements listed in Table 1 and Table 2
and be free of defects including tears, nodules or other manufacturing defects which may
affect its serviceability.

TABLE 1 - GEONET PROPERTIES (BASE LINER SYSTEM)
Property Test Method Test Value MQC Test Freq.
Polymer Density ASTM D1505 >0.93 g/cc Per 50,000 LB
Polymer Melt Index ASTM D1238 <1.1 g/10 min. Per 50,000 LB
Carbon Black Content ASTM D1603 2-3 percent Per 100,000 LB

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
DRAINAGE COMPOSITE
31 32 18 - 3
Thickness ASTM D5199 0.250 in. Per 50,000 LB

TABLE 2 - GEONET PROPERTIES (FINAL CAP SYSTEM)
Property Test Method Test Value MQC Test Freq.
Polymer Density ASTM D1505 >0.93 g/cc Per 50,000 LB
Polymer Melt Index ASTM D1238 <1.1 g/10 min. Per 50,000 LB
Carbon Black Content ASTM D1603 2-3 percent Per 100,000 LB
Thickness ASTM D5199 0.300 in. Per 50,000 LB

B. Geotextile:
1. Cover geonet core on both sides with a geotextile complying with requirements specified in
Specification Section 31 32 19: Geotextiles, Separator.
C. Drainage Composite:
1. Create a composite by heat bonding geotextiles to the geonet.
a. The bond between the geotextile and the geonet shall exhibit MARV ply adhesion of 1
LBS/IN when tested in accordance with ASTM D7005.
a.b. Provide Manufacturing Quality Control (MQC) test results at a minimum frequency of
1 test per 100,000 LB.
2. Transmissivity in accordance with ASTM D4716 equals 6x10-4 square meters per second at
100 hours for the base liner material and 9x10-4 square meters per second at 100 hours for
the final cap material.
2.3 SOURCE QUALITY CONTROL
A. Transmissivity Testing:
1. Measure transmissivity using water at 68 DegF with a maximum gradient of 0.3 under a
normal pressure of 10,000 psf for the base liner material and a normal pressure of 500 psf
for the final cap material.
2. Attach geotextiles to the geonet in the same configuration as will be used in the field for
transmissivity testing.
3. Boundary conditions are soil interface on the upper geotextile and HDPE geomembrane
against the lower geotextile.
4. The duration of loading shall be 100 hours.
5. Testing frequency: 1 test for every 50,000 SF200,000 LB of installed product.
B. Interface Friction Tests.
1. Test materials using ASTM D 5321. Section 01 30 00-Special Conditions, paragraph 2.1,
outlines the conditions under which this material shall be tested.
2. This material is part of a system. The system shall meet the requirements before the
component material can be deemed acceptable.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Prior to placement of the drainage composite, clean the substrate of all soil, rock, and other
materials which could damage the composite.
B. The geocomponent drainage media shall be placed only on geomembrane that has been
approved by the Geomembrane Installer and accepted by the CQA Consultant.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
DRAINAGE COMPOSITE
31 32 18 - 4
3.2 INSTALLATION
A. Deploy the drainage composite ensuring that the drainage composite and underlying materials
are not damaged.
1. Replace or repair faulty or damaged drainage composite as directed by Engineer.
B. Unroll drainage composite in the predominate flow direction downslope keeping in slight
tension to minimize wrinkles and folds in accordance with manufacturers recommendations..
B.C. Wrinkles that exceed approximately 6 IN in height and cannot be eliminated by amended
placement methods shall be cut and repaired by the Drainage Composite Installer in a method
approved by the CQA Consultant.
C.D. Maintain free of dirt, mud, or any other foreign materials at all times during construction.
1. Clean or replace rolls which are contaminated.
D.E. Place adequate loading (e.g., sandbags) to prevent uplift by wind.
E.F. Overlap adjacent rolls a minimum of 6 IN.
1. Overlap new drainage composite over existing as shown on the Drawings.
G. Overlap ends of rolls a minimum of 12 IN.
1. On slopes, the ends of the drainage composite shall be shingled down in the direction of the
slope.
F.H. Use manufacturer's fasteners to join adjacent rolls.
1. Metallic fasteners will not be allowed.
2. Space fasteners a maximum of 5 FT along downslope roll overlaps and a maximum of 2 FT
along cross slope roll overlaps.
3. Use a minimum of 3 fasteners to join adjacent rolls within the anchor trench.
3.4. Use fasteners of contrasting color from the drainage composite to facilitate visual
inspection.
4.5. Do not weld drainage composite to geomembranes.
G.I. Heat tackContinuously heat bond or sew overlap of the upper geotextile to the upper geotextile
of the adjacent rolls.
H.J. Repairs holes or tears in the drainage composite by placing a patch of drainage composite
extending a minimum of 2 FT beyond the edges of the hole or tear.
1. Use approved fasteners, spaced every 6 IN around the patch, to fasten the patch to the
original roll.
I.K. Penetration details shall be as recommended by the Manufacturer and as approved by the
Engineer.
L. Anchor edges along perimeter berm as shown in drawings.
M. Place operational cover over base liner drainage composite in accordance with Section 31 38 25
and vegetative support soil over final cap drainage composite in accordance with Section 31 38
35.
3.3 FIELD QUALITY CONTROL
A. Prior to installation of the drainage composite, the CQC Consultant shall provide the Engineer
quality control certificates signed by the manufacturer's quality assurance manager for every
50,000 SF of geocomposite drainage media to be installed.
END OF SECTION

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
GEOTEXTILES
31 32 19 - 1
SECTION 31 32 19
GEOTEXTILES
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Nonwoven and woven geotextile material.
B. Related Specification Sections include but are not necessarily limited to:
1. Division 00 - Bidding Requirements, Contract Forms, and Conditions of the Contract.
2. Division 01 - General Requirements.
3. Section 31 23 00 -Earthwork.
4. Section 31 32 18 - Drainage Geocomposite.
1.2 QUALITY ASSURANCE
A. Referenced Standards:
1. American Association of State Highway Transportation Officials (AASHTO):
a. M288, Standard Specification for Geotextile Specification for Highway Applications.
2. ASTM International (ASTM):
a. D3786, Standard Test Method for Bursting Strength of Textile Fabrics-Diaphragm
Bursting Strength Tester Method.
b. D4355, Standard Test Method for Deterioration of Geotextiles by Exposure to Light,
Moisture and Heat in a Xenon Arc Type Apparatus.
c. D4491, Standard Test Methods for Water Permeability of Geotextiles by Permittivity.
d. D4533, Standard Test Method for Trapezoid Tearing Strength of Geotextiles.
e. D4632, Standard Test Method for Grab Breaking Load and Elongation of Geotextiles.
f. D4751, Standard Test Method for Determining Apparent Opening Size of a Geotextile.
g. D4759, Standard Practice for Determining the Specification Conformance of
Geosynthetics.
h. D4833, Standard Test Method for Index Puncture Resistance of Geomembranes and
Related Products.
i. D4873, Standard Guide for Identification, Storage, and Handling of Geosynthetic Rolls
and Samples.
j. D5261, Standard Test Method for Measuring Mass per Unit Area of Geotextiles.
B. Qualifications:
1. Each manufacturing, fabricating firm shall demonstrate five (5) years continuous experience,
including a minimum of 10,000,000 SF of geotextile installation in the past three (3) years.
2. Installing firm shall demonstrate that the site Superintendent or Foreman has had responsible
charge for installation of a minimum of 1,000,000 SF of geotextile.
3. Installer shall attend pre-installation conference.
1.3 DEFINITIONS
A. Manufacturer: Manufacturer producing geotextile sheets from resin and additives.
B. Installer: The Installers are the individuals actually performing the hands-on work in the field.
1.4 SUBMITTALS
A. Shop Drawings:
1. See Specification Section 01 33 00 for requirements for the mechanics and administration of
the submittal process.
2.1. Manufacturer's documentation that raw materials and roll materials comply with required
geotextile physical properties.
3.2. Manufacturer and Installer quality control manuals.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
GEOTEXTILES
31 32 19 - 2
4.3. Original test results for resins, roll material and factory seam tests at frequency specified in
respective quality control manuals.
a. Results shall include or bracket the rolls delivered for use in the Work.
5.4. Proposed details of anchoring and overlapping if different than included in Contract
Documents.
B. Informational Submittals:
1. See Specification Section 01 33 00 for requirements for the mechanics and administration of
the submittal process.
2.1. Provide same certifications specified in Specification Section 31 05 19.
a. No alterations, additions, deletions, or exception shall be made to the specified language.
3.2. For needle punched geotextiles, the manufacturer shall certify that the geotextile has been
continuously inspected using permanent on-line full-width metal detectors and does not
contain any needles which could damage other geosynthetic layers.
4.3. Qualification documentation specified in the QUALITY ASSURANCE Article in PART 1 of
this Specification Section.
1.5 DELIVERY, STORAGE AND HANDLING
A. See Specification Section 01 65 050.
B.A. Label, handle, and store geotextiles in accordance with ASTM D4873 and as specified
herein.
C.B. Wrap each roll in an opaque and waterproof layer of plastic during shipment and storage.
1. Do not remove the plastic wrapping until deployment.
D.C. Label each roll with the manufacturer's name, geotextile type, lot number, roll number,
and roll dimensions (length, width, gross weight).
E.D. Repair or replace geotextile or plastic wrapping damaged as a result of storage or
handling, as directed.
F.E. Do not expose geotextile to temperatures in excess of 71 DegC (160 DegF) or less than 0 DegC
(32 DegF) unless recommended by the manufacturer.
G.F. Do not use hooks, tongs or other sharp instruments for handling geotextile.
1. Do not lift rolls lifted by use of cables or chains in contact with the geotextile.
2. Do not drag geotextile along the ground.
PART 2 - PRODUCTS
2.1 ACCEPTABLE MANUFACTURERS
A. Subject to compliance with the Contract Documents, the following manufacturers are acceptable:
1. Solmax.
2. Propex Geosynthetics.
3. SKAPS Industries.
4. TenCate Mirafi.
5. Tenax.
B. Submit request for substitution in accordance with Specification Section 01 25 13.
2.2 MATERIALS AND MANUFACTURE
A. Geotextile:
1. Nonwoven pervious sheet of polymeric material.
2. Geotextile fibers:
a. Long-chain synthetic polymer composed of at least 85 percent by weight polyolefins,
polyesters, or polyamides.
b. Filaments resistant to deterioration by ultraviolet light, oxidation, and heat exposure.
c. Do not as reclaimed or recycled fibers or polymer to the formulation.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
GEOTEXTILES
31 32 19 - 3
3. Form geotextile into a network such that the filaments or yarns retain dimensional stability
relative to each other, including the selvages.
4. The geotextile physical properties shall equal or exceed the minimum average roll values
listed below.
a. Values shown are for the weaker principal direction.
b. Acceptance of geotextile shall be in accordance with ASTM D4759.

c. Cushion Geotextile: Non-woven, needle punched; polyester or polypropylene;
continuous filament or staple fibers; conforming to the following properties:

PROPERTY TEST METHOD MINIMUM REQUIRED
VALUE
MQC TESTING
FREQUENCY
Unit Weight ASTM D5261 12 oz/sy 100,000 SF
Grab Tensile Strength ASTM D4632 300 lb
Puncture Strength ASTM D4833 180 lb 100,000 SF

d. Separator Geotextile: Non-woven, needle punched; polyester or polypropylene;
continuous filament or staple fibers; conforming to the following properties:

PROPERTY TEST METHOD MINIMUM REQUIRED
VALUE
MQC TESTING
FREQUENCY
Unit Weight ASTM D5261 8 oz/sy 100,000 SF
Grab Tensile Strength ASTM D4632 210 lb 100,000 SF
Elongation ASTM D4632 50% 100,000 SF
Puncture Strength ASTM D4833 95 lb 100,000 SF
Maximum Apparent
Opening Size
ASTM D4751 #70 US Sieve 540,000 SF
Permittivity ASTM D4491 0.5 sec-1 540,000 SF

e. Roadbed Geotextile Fabric: The geotextile shall be composed of synthetic fibers formed
into a woven fabric. Fibers used in the manufacture of the geotextile shall be
polyolefins, polyesters or polyamides and conform to the following properties.

PROPERTY TEST METHOD MINIMUM
REQUIRED VALUE
MQC TESTING
FREQUENCY
Grab Tensile ASTM D4632 200 lbs 100,000 SF
Grab Elongation ASTM D4632 15 % 100,000 SF
Puncture Strength ASTM D4833 100 lbs 100,000 SF
Trapezoidal Tear ASTM D4533 75 100,000 SF
UV Resistance ASTM D4355 or
D7238
90 % Per resin formulation

B. Thread:
1. High-strength polyester, nylon, or other approved thread type.
2. Equivalent chemical compatibility and ultraviolet light stability as the geotextile.
3. Contrasting color with the geotextile.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
GEOTEXTILES
31 32 19 - 4
PART 3 - EXECUTION
3.1 PREPARATION
A. Construct the surface underlying the geotextiles smooth and free of ruts or protrusions which
could damage the geotextiles.
3.2 INSTALLATION
A. Install geotextiles in accordance with manufacturer's written recommendations.
B. Hand place geotextile.
1. No equipment will be permitted to traffic in direct contact with the geotextile.
C. Lay geotextile smooth so as to be free of tensile stresses, folds, and wrinkles.
D. Seam Construction:
1. Broom clean existing geotextile and cut off to provide a clean area for seaming with the new
geotextile.
2. Sew seams continuously using an SSA flat seam with one (1) row of a two-thread 401 chain
stitch unless otherwise recommended by the manufacturer.
3. Minimum distance from the geotextile edge to the stitch line nearest to that edge: 2 IN
unless otherwise recommended by the manufacturer.
4. Test seams at the frequency specified in the FIELD QUALITY CONTROL Article in PART
3 of this Specification Section.
5.4. Tie off thread at the end of each seam to prevent unraveling.
6.5. Construct seams on the top side of the geotextile to allow inspection.
7.6. Sew skipped stitches or discontinuities with an extra line of stitching with 18 IN of overlap.
8.7. Overlap adjacent panels a minimum of 6 inches or in accordance with the
manufacturersmanufacturer’s recommendations or as shown on the Drawings.
a. Construct overlapped seams in accordance with manufacturer's recommendations or as
shown on Drawings.
9.8. Heat bonded seams, if proposed, must exhibit 60% of the parent material strength in
accordance with ASTM D4632.
E. Heat tack the geotextile overlaps as shown on the Drawings.
F. Backfill anchor trenches with compacted soilin accordance with Specification Section 31 23 00.
G. Place cover soil in accordance with Specification Section 31 23 00.
H. Protect geotextiles from clogging, tears, and other damage during installation.
I. Geotextile Repair:
1. Place a patch of the same type of geotextile which extends a minimum of 12 IN beyond the
edge of the damage or defect.
2. Fasten patches continuously using a sewn seam or other approved method.
3. Align machine direction of the patch with the machine direction of the geotextile being
repaired.
4. Replace geotextile which cannot be repaired.
J. Use adequate ballast (e.g., sand bags) to prevent uplift by wind.
K. Do not use staples or pins to hold the geotextile in place.
L. Except on gravel columns any geotextile left exposed for more than 14 days shall be replaced,
unless approved by the Engineer.
END OF SECTION

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
GEOSYNTHETIC RAIN COVER
31 35 19 - 1
SECTION 31 35 19
GEOSYNTHETIC RAIN COVER
PART 1 - GENERAL
1.1 DESCRIPTION
A. Furnish all labor, materials, tools, and equipment, and perform all work and services necessary
for, or incidental to, the furnishing and installation, complete, of an impermeable, geosynthetic
rain cover as shown on Drawings and specified in accordance with provisions of the Contract
Documents.
B. Related Sections include but are not necessarily limited to:
1. Section 31 23 00 - Earthwork.
2. Section 31 23 33 - Trenching, Backfilling, and Compacting.
3. Section 31 38 10 – Soil Liner System.
4. Section 31 38 25- Operational Soil Cover and Leachate Collection System
1.2 QUALITY ASSURANCE
A. Refer to the following standard references or specifications as applicable to this section of
technical specifications:
1. ASTM International.
a. ASTM D751 - Standard Test Method for Coated Fabrics.
b. ASTM D4355 - Test Method for Deterioration of Geotextiles from Exposure to
Ultraviolet Light and Water.
c. ASTM D4437 - Standard of Practice for Determining Integrity of Field Seams Used in
Joining Flexible Polymeric Sheet Geomembranes.
d. ASTM D4833 - Test Method for Index Puncture Resistance of Geotextiles,
Geomembranes and Related Products.
e. ASTM D5199 - Test Method for Measuring Nominal Thickness of Geotextiles and
Geomembranes.
f. ASTM D6392 – Standard Test Method for Determining Integrity of Non-Reinforced
Geomembrane Seams Produced using Thermo Fusion Methods.
g. ASTM E96 – Test Method for Water Vapor Transmission of Materials.
2. Geosynthetic Research Institute
a. GRI-GM22 - "Test Methods, Required Properties and Testing Frequencies for Scrim
Reinforced Polyethylene Geomembranes Used in Exposed Temporary Applications”
1.3 SUBMITTALS
A. Submit for approval drawing of panel sizes and panel layout in a customized design for the
facility to minimize any field cutting and seaming.
B. Installation instructions.
C. Submit ballasting system design.
D. Product technical data for the geosynthetic rain cover and geotextile wind screen
E. Product technical data for the sand bags.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Acceptable Rain Cover Manufacturers:
1. Fabrene Industrial Synthetic Fabrics
2. Raven Industries.

HDR Project No. 10110265 City of Winston-Salem September 2020
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GEOSYNTHETIC RAIN COVER
31 35 19 - 2
3. Reef Industries.
4. Approved equal.
B. Acceptable Wind Screen Manufacturers”
1. Wind Defender
2. Approved Equal
C. Geosynthetic Rain Cover (GRC):
1. The geosynthetic rain cover must meet the following specifications or approved equal, as
determined by the ENGINEER.

PROPERTY TEST METHOD TYPICAL VALUE
Thickness ASTM D 5199 20 mils
UV Resistance ASTM D7004 50% of breaking strength retained
after 10,000 Hours
Low Temperature Brittleness ASTM D2136 -22oF
Grab Tensile Strength ASTM D7004 140 lbs
Puncture Strength ASTM D6241 340 lbs
Water Vapor Transmission ASTM E96 0.13 g/m2-24 hrs
Trapezoid Tear ASTM 4533 85 lbs
Appearance White preferred, Not Black, other
colors by approval of Engineer

2. The rain cover must be capable of performing as specified for at least 3 years and a warranty
must be supplied for at least 3 years.
3. The material must be able to be moved by site personnel as needed. The material must be
resilient to damage when moved and/or relocated by site personnel. If necessary, the
material may be cut for removal/relocation; however, in this case, must be able to be easily
reseamed by site personnel.
4. Factory seams must utilize methods that will eliminate excess overlap.
5. CONTRACTOR must supply (in the Bid price) a high strength adhesive tape or equal for
waterproofing and sealing the field seams and for performing repair work to the rain cover.
CONTRACTOR should work to minimize field seams.
6. The rain cover must be impermeable, capable of repelling water with no absorption.
7. The rain cover material shall be anchored, when installed, in accordance with the Drawings
or as recommended by the Manufacturer to preclude wind damage, traffic damage, and
weather.
8. The ballast system on the base slope area and atop the diversion berms may consist of sand
bags or other systems recommended by the manufacturer and installer.
9. The ballast system on the side slopes shall consist of knitted geotextile wind screen in
accordance with Part 2.1 D.
10. The material must be anchored, when installed, through a system so as to preclude wind
damage, traffic damage, and weather.
11. Ballast system shall be guaranteed to be effective for one (1) year from date of OWNER
acceptance. CONTRACTOR shall be responsible for all repairs to GRC and ballast system
during that time except in areas removed by OWNER.
12. Sand bags must be rated for two years.
D. Geotextile Wind Screen
13. 1. Wind screen shall be a knitted geotextile manufactured from UV (ultraviolet) stabilized
HDPE filaments.

HDR Project No. 10110265 City of Winston-Salem September 2020
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GEOSYNTHETIC RAIN COVER
31 35 19 - 3
14. 2. The geotextile wind screen must meet the following specifications or approved equal, as
determined by the ENGINEER.

PROPERTY TEST METHOD TYPICAL VALUE
Mass per Unit Area ASTM D 5261 6.50 oz/yd2
Thickness ASTM D 5199 55 mils
Tensile Strength
Machine Direction
Cross Direction
ASTM D 4632
175 lbs
300 lbs
Elongation
Machine Direction
Cross Direction
ASTM D 4632
100%
70%
CBR Puncture Strength ASTM D 6241 700 lbs
Roll Sizes
Width
Length

19.70 ft
328 ft
PART 3 - EXECUTION
3.1 METHODS
A. The CONTRACTOR shall deploy the GRC, ballast and wind screen in a manner consistent with
the manufacturer's specifications.
B. Anchoring methods shall be as per the manufacturer's specifications or as approved otherwise by
the ENGINEER.
C. Any damage to the GRC and wind screen prior to final completion of the work and acceptance
by the Owner will be the CONTRACTOR's responsibility to repair/replace at no cost to the
OWNER.
D. Field seams shall be of the strongest available method for the approved material except as
required for patches of similar limited area applications.
END OF SECTION
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HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
STONE REVETMENT (RIP RAP)
31 37 00 - 1
SECTION 31 37 00
STONE REVETMENT (RIP RAP)
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Stone revetment (rip rap) for protection of slopes and drainage ways against erosion.
a. Drainage outflow area.
b. Slope rip rap.
c. Other areas indicated and shown on the Drawings.
B. Related Specification Sections include but are not necessarily limited to:
1. Division 00 - Bidding Requirements, Contract Forms, and Conditions of the Contract.
2. Division 01 - General Requirements.
3. Section 31 23 00 - Earthwork.
4. Section 31 23 33 - Trenching, Backfilling, and Compacting for Utilities.
5. Section 31 25 00 - Soil Erosion and Sediment Control.
1.2 QUALITY ASSURANCE
A. Referenced Standards:
1. American Association of State Highway and Transportation Officials (AASHTO):
a. T103, Soundness of Aggregates by Freezing and Thawing.
2. ASTM International (ASTM):
a. C88, Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or
Magnesium Sulfate.
b. C127, Standard Test Method for Density , Relative Density (Specific Gravity), and
Absorption of Coarse Aggregate.
1.3 SUBMITTALS
A. Shop Drawings:
1. See Specification Section 01 33 00 for requirements for the mechanics and administration of
the submittal process.
2. Product technical data including:
a. Acknowledgement that products submitted meet requirements of standards referenced.
3. Certifications.
4. Test reports.
5. Submit all tests and certification in a single coordinated submittal.
a. Partial submittals will not be accepted.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Stone:
1. Durable broken quarry run stone.
2. Does not disintegrate on exposure to water or weathering.
3. Free from structural fractures and defects.
4. Not containing shale, unsound sandstone, or other material which will disintegrate.
5. Graded within limits specified.
6. Breadth and thickness of any stone: Not less than one-third of its length.
7. Ensure that dirt and fines accumulated from interledge layers or from blasting or handling
operation is less than 2 percent by weight.

HDR Project No. 10110265 City of Winston-Salem September 2020
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STONE REVETMENT (RIP RAP)
31 37 00 - 2
8. Gradation of the material: Well-graded to conform to governing requirements (e.g. State
Department of Transportation, Governing Erosion Control Ordinance, or local reviewing
agency with d50 clearly noted and dmax equal to 1.5 times d50. Class of rip-rap/stone shall
be clearly noted on the plans.
2.2 SOURCE QUALITY CONTROL
A. Obtain samples from a local quarry that typically provides material to meet the regulatory
requirements; for example, Department of Transportation, Department of Water Quality or
similar other.
B. Source Tests:
1. Supply certified tests and service records to determine acceptability and application of stone
materials.
2. In event suitable test reports or a service record that is satisfactory are not available, as in
case of newly operated sources or waste stone found on site, subject material to tests
necessary to determine its acceptability for use.
3. For every 100 tons of each stone material to be used, control tests to which materials to be
subjected include:
a. Specific gravity.
1) Conform to ASTM C127.
2) Not less than 2.40 minimum
b. Soundness in magnesium sulfate.
1) Conforms to ASTM C88, except maintain samples immersed in solution at a
temperature of 80 DegF (26 DegC) +2 DegF.
2) Not more than 12 percent loss at five cycles.
c. Soundness of Aggregates in Freezing and Thawing:
1) Conform to AASHTO T103 method as modified herein.
2) Ensure loss at 12 cycles of not more than 10 percent.
3) Maintain temperature of cold liquid in range of -5 to 0 DegF (-20 to -18 DegC).
4) Maintain thaw fluid temperature in range of 45 to 50 DegF (7 to 10 DegC).
5) Permit length of freezing and of thawing cycles of 2 HRS with 1 HR of freezing
following by 1 HR of thawing.
6) Perform thawing by circulating thaw fluid around pan containing stone immersed
in a depth of 1/4 IN rather than by total immersion.
d. Such other tests as may be considered necessary to demonstrate satisfactorily that
materials are acceptable include: Petrographic analysis, abrasion, absorption, and
wetting & drying.
PART 3 - EXECUTION
3.1 PREPARATION
A. Trim and dress all areas to required cross sections.
B. Bring areas that are below allowable minus tolerance limit to grade by filling with material
similar to adjacent material.
C. Compact to density specified for backfill in accordance with Specification Section 31 23 00.
D. Do not place any stone material on prepared base prior to inspection by Engineer.
E. For channels, swales, outlet protection or other drainage protection areas, top of material at
design edges shall match adjoining grade. Top of stone shall match final design grades. Set
grades to channel stormwater and not create a barrier.
F. For channels, swales, outlet protection and other drainage protection areas, stone shall be placed
on top of one layer of non-woven geotextile fabric, Mirafi 140N or equal.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
STONE REVETMENT (RIP RAP)
31 37 00 - 3
3.2 PLACING
A. Place stone revetment material on prepared foundation within limits indicated.
B. Place on prepared base to produce a well-graded mass of stone with minimum percentage of
voids.
C. Place to required thickness and grades.
D. Place to full thickness in a single operation to avoid displacing the underlying material.
E. Distribute entire mass to conform to gradation specified.
1. Do not place stone by dumping into chutes or by similar method likely to cause segregation.
F. Keep finished stone revetment free from objectionable pockets of small stones or clusters of
larger stone.
1. Hand place as necessary to obtain a well-graded distribution.
G. Place stone revetment in conjunction with embankment construction to prevent mixture of
embankment and stone revetment materials.
H. Maintain stone revetment until accepted.
I. Replace any displaced material to lines and grades shown.
END OF SECTION
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HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
SOIL LINER SYSTEM (ALTERNATE LINER)
31 38 10 - 1
SECTION 31 38 10
SOIL LINER SYSTEM (ALTERNATE LINER)
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Soil used in the containment system.
B. Related Sections include but are not necessarily limited to:
1. Section 31 23 00 - Earthwork.
2. Section 33 47 14 – High Density Polyethylene (HDPE) Membrane Liner.
3. Section 31 05 19 - Geosynthetic Clay Liner.
4. Construction Quality Assurance Plan.
1.2 QUALITY STANDARDS
A. Reference Standards:
1. ASTM - American Society for Testing and Materials:
a. ASTM D-75 – Standard Practice for Sampling Aggregates.
b. ASTM D-421 – Standard Practice for Dry Preparation of Soil Samples for Particle-Size
Analysis.
a.c. ASTM D-422 - Particle Size Analysis.
b.d. ASTM D-698 - Standard Proctor.
c.e. ASTM D-854 - Specific Gravity.
d.f. ASTM D-1140 - Fines Content in Soils.
e.g. ASTM D-1556 - In-situ Density Measurement Using the Sand Cone.
f.h. ASTM D-1557 - Modified Proctor.
g.i. ASTM D-2166 - Unconfined Compressive Strength.
h.j. ASTM D-2216 - Moisture Content Using Ovenr-Dry Method.
i.k. ASTM D-2487 - Soils Classification.
j.l. ASTM D-2573 - Field Vane Shear Test.
m. ASTM D-2922 - In-situ Density Using Nuclear Methods.
k.n. ASTM D-2937 – Standard Test Method for Density of Soil in Place by the Drive-
Cylinder Method.
l.o. ASTM D-3017 - In-situ Moisture Content Using Nuclear Methods.
m.p. ASTM D-4318 - Atterberg Limits.
q. ASTM D-5084 - Flexible Wall pPermeameter.
n.r. ASTM D-5321 – Standard Test Method for Determining the Shear Strength of Soil-
Geosynthetic and Geosynthetic-Geosynthetic Interfaces by Direct Shear.
2. USEPA - United States Environmental Protection Agency
a. EPA/600/R-93/182 -"Quality Assurance and Quality Control for Waste Containment
Facilities," September, 1993.
3. ASCE – American Society of Civil Engineers.
a. ASCE Paper No. 25333 – Water Content – Density Criteria for Compacted Soil Liners
(Daniel et at, 1998).
b. ASCE Paper No. 23827 – In-Site Hydraulic Conductivity for Compacted Clay (Daniel
et at, 1989).
4. Construction Quality Assurance (CQA) Plan.
1.3 SUBMITTALS
A. See Section 01 34 001 33 00 - Submittals.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
SOIL LINER SYSTEM (ALTERNATE LINER)
31 38 10 - 2
B.A. Submit periodic surveys during construction for thickness verification. Schedule of
survey submittals to be established between Contractor and CQA Consultant prior to placement.
Follow the CQA Plan for surveying requirements.
C.B. Refer to the CQA Plan.
1.4 JOB CONDITIONS
A. Verify conditions of subgrade prior to commencing work.
1.5 TOLERANCES
A. The soil liner system must meet the following tolerances:
1. The saturated hydraulic permeability of the soil liner must be equal to or less than 1.0 x 10-5
cm/sec, as determined by ASTM D5084.
2. The thickness of the soil liner must be equal to or greater than 18 inches. Any excess shall
be on the bottom of the layer.
3. The work should be constructed to lines, grades, and control points indicated on the
Drawings, and shall be controlled and documented with survey methods. Laser based survey
systems are preferred for grading.
4. Finished grade tolerance; plus 0.1 FT from required elevation.
B. The Contractor is responsible for certifying the Work is constructed to the specified tolerances
and for providing sealed surveys supporting the certification.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Low Permeability Soil - General:
1. Contractor shall excavate and process soil materials from borrow and/or stockpile areas
designated on the Drawings to prepare soil that is capable of being worked to produce a soil
layer of thickness shown on the Drawings that meets the hydraulic conductivity
requirements.
2. In accordance with these Specifications, the Contractor is responsible for conducting a
borrow soil characterization study (BSCS).
3. The soil shall be relatively homogeneous in color and texture and shall be free from roots,
stones, foreign objects, and other deleterious materials.
4. Some soils not meeting the requirements of B.1. and B.4. below, may be acceptable for use
in the Work at the sole discretion of the Engineer. The contractor may submit data on soils
for the Engineer’s review. For the Engineer to approve the materials, the submittal should
contain: a statement signed by a qualified professional Engineer that the proposed soils will
meet the hydraulic conductivity requirement and are otherwise suitable for use in the Work;
and, supporting geotechnical test results and data.
5. All soils must be approved for use by the Engineer prior to use in the Work.
B. Natural Fine-Grained Soil
1. Classification: Natural fine-grained soil shall have a classification of SC, SM, CH, CL, MH,
or ML as determined by ASTM D2488 D2487.
2. Grain sizes shall be within the following gradation:
Sieve Size Percent Passing by Weight
3/4 IN 100
No. 4 > 90
No. 200 > 30
3. Hydraulic Conductivity: The saturated hydraulic conductivity of the natural fine-grained
soil shall meet the stated tolerances, when compacted in accordance with requirements
established by the CQC Consultant and Contractor on the basis of the soil liner test strip as
specified herein.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
SOIL LINER SYSTEM (ALTERNATE LINER)
31 38 10 - 3
4. Other Soil Liner Properties:
a. The liquid limit shall be at least 25 as measured by ASTM D4318.
b. The plasticity index shall be at least 10 and less than 30 as measured by ASTM D4318.
C. Permeability Test
1. Laboratory permeability tests (ASTM D-5084) shall be conducted in constant head, triaxial
type permeameters. The specimens shall be consolidated under an isotropic effective
consolidation stress not to exceed 10 psi. The inflow to and outflow from the specimens
shall be monitored with time and the coefficient of permeability calculated for each
recorded flow increment. The test shall continue until steady state flow is achieved and
relatively constant values of coefficient of permeability are measured.
D. Interface Friction Tests.
1. Test materials using ASTM D 5321. Section 01 30 00. Special Conditions, paragraph 2.1,
outlines the conditions under which this material shall be tested.
2. This material is part of a system. The system shall meet the requirements before the
component material can be deemed acceptable.
2.2 SOIL LINER MATERIAL ACCEPTANCE
A. General: All imported, on-site, and processed materials specified in this Section are subject to
the following requirements:
1. All tests necessary for the Contractor to locate and define acceptable sources of materials
from the borrow and/or stockpile areas shall be made by the CQC Consultant. Certification
that the material conforms to the Specification requirements along with copies of the test
results from a qualified commercial testing laboratory shall be submitted to the CQA
Consultant for approval at least 10 days before the material is required for use. All material
samples shall be furnished by the Contractor at the Contractor's sole expense.
2. All samples required in this Section shall be representative and be clearly marked to show
the source of the material and the intended use on the project. Sampling of the material
source shall be done by the CQC Consultant in accordance with ASTM D75.
3. Notify the CQA Consultant at least 24 hours prior to sampling so that they may observe the
sampling procedures.
4. Tentative acceptance of the material source shall be based on an inspection of the source by
the CQA Consultant and the certified test results of the Borrow Source Characterization
Study (BSCS) as submitted by the Contractor to the CQA Consultant. No materials shall be
delivered to the site until the proposed materials tests have been accepted in writing by the
CQA Consultant.
5. Final acceptance of any material will be based on results of tests made on material samples
taken from the completed soil liner test strip, combined with the results of the BSCS. If tests
conducted by the CQC Consultant or the CQA Consultant indicate that the material does not
meet Specification requirements, material placement will be terminated until corrective
measures are taken. Material which does not conform to the Specification requirements and
is placed in the work shall be removed and replaced at the Contractor's sole expense.
6. Contractor shall be solely responsible for obtaining all permits required to obtain acceptable
sources of materials for use in the work.
B. Sampling and testing required herein shall be done at the Contractor's sole expense.
C. Borrow Source Characterization Study:
1. The Contractor will be responsible for all processing and screening of the soil liner material
at his own cost to meet the requirements of the Specifications. The Contractor will be
responsible for the erosion protection of the stockpile and borrow area during his operation.
The Contractor shall coordinate all aspects of this operation with the CQC Consultant, CQA
Consultant, and Project Manager.
2. CQC Consultant shall complete a BSCS of natural fine-grained soils or of soil that will be
used in bentonite amended soils.
3. Contractor shall conduct tests, including particle size, Atterberg limits, moisture-density,
and hydraulic conductivity tests.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
SOIL LINER SYSTEM (ALTERNATE LINER)
31 38 10 - 4
4. The CQC Consultant shall develop and undertake a testing program to demonstrate the
acceptability of the proposed material. Certified results of all tests shall be submitted to the
CQA Consultant upon completion of tests. The testing program shall include the following
elements, at a minimum:
a. An excavation plan for the borrow source indicating proposed surface mining limits and
depths of samples to be taken for testing.
b. Test pits for borrow source sampling shall be appropriately spaced to reflect site
geomorphology and sampled at depth intervals appropriate to the proposed excavation
methods.
c. 1 test per 15,000 cy of estimated in-place quantity for each source A minimum of 12
samples shall be collected and tested for the parameters required as described in the
following paragraphs.
5. Test Parameters and Reporting for Natural Fine-Grained Soils: All samples collected from
the proposed borrow area for natural fine-grained soils shall be tested for the following
parameters:
PARAMETER TEST METHOD
Particle Size (sieve plus hydrometer) ASTM D422
Atterberg Limits ASTM D4318
Standard Proctor ASTM D698
Hydraulic Conductivity(1) ASTM D5084
(1) Hydraulic conductivity tests shall be performed on recompacted samples of the
proposed material, compacted according to criteria developed by the CQC Consultant
using data from tests conducted in accordance with ASTM D698.
6. Bentonite: CQC Consultant shall submit certifications from the supplier of the bentonite
material that it meets the requirements specified under PART 2, PRODUCTS.
D. Fine-Grained Material Dewatering, Mixing, and Staging
1. Dewatering of soil liner borrow excavations, if required, shall be solely at the Contractor’s
expense.
2. Drying, blending, or wetting required to maintain the soil liner soil at a suitable moisture
content shall be solely at the Contractor’s expense.
2.3 EQUIPMENT
A. Compaction Equipment:
1. The compaction equipment shall be of a suitable type, adequate to obtain the permeability
specified, that provides a kneading action, such as a wobble-wheeled roller or a sheepsfoot
roller having tines as long as the maximum loose lift thickness to ensure proper lift interface
compaction free of voids.
2. The CQC Consultant shall confirm compaction equipment adequacy, and recommend
changes if required, based on the soil liner test strip. Such additional equipment will be
provided by Contractor at no additional cost.
3. The compaction equipment shall be maintained and operated in a condition that will deliver
manufacturer's rated compactive effort.
4. Hand-operated equipment shall be capable of achieving specified soil densities.
5. The finished surface of the final lift shall be rolled with a smooth steel drum roller or
rubber-tired roller to eliminate tine or roller marks and provide a smooth, dense surface for
geomembrane placement.
B. Moisture Control Equipment:
1. Equipment for applying water shall be of a type and quality adequate for the work, shall not
leak, and shall be equipped with a distributor bar or other approved device to assure uniform
application.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
SOIL LINER SYSTEM (ALTERNATE LINER)
31 38 10 - 5
2. Equipment for mixing and drying out material shall consist of blades, discs, or other
equipment defined by the CQC Consultant as approved by the CQA Consultant.
3. Mixing of natural fine-grained soils may also be required to get even distribution of
moisture.
4. Soil liner material must not be compacted within 24 hours of the adjustment of water
content by the addition of water.
PART 3 - EXECUTION
3.1 SOIL LINER TEST STRIP
A. Test Strip Installation:
1. Prior to actual soil liner installation, a soil liner test strip of a dimension no less than 100 FT
long by 30 FT wide by 1.5 FT thick shall be constructed by the Contractor over a compacted
subgrade within the liner construction site.
2. The soil liner test strip shall be constructed in 6 IN lifts. The final compacted thickness of
each lift shall be a maximum of 6 IN. Prior to placement of successive lifts, the surface of
the lift in place shall be scarified or otherwise conditioned to eliminate lift interfaces.
3. The soil liner test strip shall be constructed using the same equipment and construction
procedures that are anticipated for use during actual liner installation.
4. During test strip installation, the Contractor in coordination with his CQC Consultant and
the CQA Consultant shall determine the field procedures that are best suited for his
construction equipment to achieve the requirements specified herein.
5. If the test strip fails to achieve the desired results, the soil material of the strip shall be
completely removed, and additional test strip(s) shall be constructed until the requirements
are met.
6. The CQC Consultant shall document that the subgrade of the test strip liner is properly
compacted to at least 95 percent of the maximum dry density, as determined using the
Standard Proctor test (ASTM D-698). Field density tests on the subgrade shall be performed
by the CQC Consultant and documented at a minimum of three test locations within the test
strip area.
7. At least five field density measurements shall be performed by the CQC Consultant on each
lift of the liner test strip. The field density tests shall be conducted using a nuclear gauge
(ASTM D-2922) or other method, as approved by the CQA Consultant. Corresponding tests
for moisture content to determine dry density shall likewise be performed by using a nuclear
gauge (ASTM D-3017), or other approved method. On the test pad, the density
measurement if performed by a nuclear gauge shall be verified through performance of one
sand cone test (ASTM D-1556) or drive tube test (ASTM D-2937) at a location selected by
the CQA Consultant. The moisture content measurement, if performed by a nuclear gauge
shall be verified by recovering at least five samples for oven-dry testing (ASTM D-2216)
from the test location.
8. A composite sample will be taken from each lift for recompacted lab permeability (ASTM
D-5084).
9. Upon completion of the soil liner test strip, the CQC Consultant, as observed by the CQA
Consultant, shall measure the thickness of the test strip at a minimum of five random
locations.
10. A minimum of five random samples of the liner construction materials delivered to the site
during test strip installation shall be tested by the CQC Consultant for moisture content
(ASTM D-2216), sieve analyses (ASTM D-421, D-422) and Atterberg limits (ASTM D-
4318).
11. The CQC Consultant shall conduct at least one standard Proctor (ASTM D-698) and one
modified Proctor (ASTM D-1557) compaction test on bag samples of the test strip material
to determine the moisture-density relationships.
12. A minimum of one undisturbed sample shall be taken from each lift of the test strip by the
CQC Consultant for laboratory hydraulic conductivity testing. The samples shall be taken

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
SOIL LINER SYSTEM (ALTERNATE LINER)
31 38 10 - 6
within a 2 FT radius of the in-situ density and moisture tests. The CQA Consultant will also
conduct at least one confirmatory in-situ hydraulic conductivity testing.
13. The data gathered from the test strip sampling (i.e., field density, moisture, undisturbed
samples, and in-situ hydraulic conductivity) shall be used along with the Proctor curve for
the soil to develop a range of acceptable moisture and density test values which are likely to
be consistent with the required maximum permeability. This range of moisture/density
values will be established by the CQC Consultant and the CQA Consultant and will be
utilized as a means to establish Pass/Fail Criteria for the area to be lined by the subject
material.
14. The test strip will be considered acceptable if the measured hydraulic conductivity of the
test strip as determined by ASTM D-5084 meets the requirements of the Specifications.
15. If field and laboratory test data indicate that the installed test strip meets the requirements of
this Specification, it may be used as part of the liner provided that it is adequately protected
by the Installer from drying and equipment damage after installation. The Installer shall
scarify the liner material along the edge of the test strip. A minimum 2 FT overlap per lift is
required for mixing and compaction between the test strip and the liner.
16. If the test strip fails to meet Specifications, additional mix designs (if bentonite amended)
and/or test strips will be constructed until a test strip meets the requirements. No soil liner
may be placed until a test strip has been accepted by the CQA Consultant.
17. Upon receipt of the test data from the CQA Consultant, the Project Manager shall inform
the Contractor if the test strip can remain in-place as part of the liner.
3.2 INSTALLATION
A. The subgrade to be lined shall be smooth and free of vegetation, sticks, roots, foreign objects,
and debris. It shall be the responsibility of the Contractor to keep the receiving surfaces in the
accepted condition until complete installation of the liner is accomplished.
B. The subgrade shall be proofrolled with a pneumatic tired vehicle of at least 20 tons GVW,
making passes across the area as directed by the CQC and/or CQA Consultants. The soil liner
shall not be placed over areas deemed unacceptable by either the CQC or CQA Consultants
based on proofroll observations or inadequate test results.
C. The soil liner shall be installed in 6 IN compacted lifts. The material shall be placed consistent
with criteria developed from construction of a satisfactory test strip.
C.D. Construct anchor trenches in accordance with the Drawings.
D.E. When particles exceeding ¾ IN are observed at the final lift surface, they shall be
removed by the Contractor prior to final rolling of the surface.
E.F. Equipment shall be used such that bonding of the lifts will occur. Equipment shall have cleats or
other protrusions of such length necessary to completely penetrate into the loose lift.
Compaction shall be performed using appropriately heavy, properly ballasted, penetrating foot
compactor making a minimum number of passes as approved by the CQC Consultant and CQA
Consultant based on the soil liner test strip.
F.G. If desiccation and crusting of the lift surface occurs prior to placement of the next lift, this area
shall be scarified to a minimum depth of 2 IN or until sufficiently moist materials are
encountered, whichever is greater. After scarification, the superficial material should be
reworked to obtain a moisture content at least 2 percent above optimum moisture content.
Alternately, the drier superficial soil may be stripped and mixed with additional moist soil to
achieve a moisture content satisfying the project requirements.
G.H. No frozen material shall be placed.
H.I. Material shall not be placed on a previous lift which is frozen. Frozen in-place material shall be
removed prior to placement of additional soil material.
I.J. Material which has been subjected to a freeze/thaw cycle(s) shall be disked and recompacted
prior to placement of subsequent lifts.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
SOIL LINER SYSTEM (ALTERNATE LINER)
31 38 10 - 7
J.K. During construction, exposed finished lifts of the soil liner material should be sprinkled with
water to minimize desiccation, as necessary. The Contractor is responsible to protect the soil
liner from rain, drying, desiccation, erosion and freezing. All defective areas shall be repaired by
the Contractor to the satisfaction of the CQC Consultant at no extra compensation.
K.L. At the end of each day's construction activities, completed lifts or sections of the
compacted soil liner should be sealed. Common sealing methods include rolling with a rubber
tired or smooth-drum roller, backdragging with a bulldozer, or placement of temporary cover
soil over the compacted soil liner. The compacted soil liner should be sprinkled with water, as
needed.
L.M. If testing shows that a lift is significantly thicker than 6 IN, the top of the lift will be
shaved off so that the lift is approximately 6 IN thick.
3.3 FIELD QUALITY CONTROL AND QUALITY ASSURANCE
A. Refer to the CQA Plan.
B. The following field and laboratory quality control tests shall be performed by the CQC
Consultant at no additional expense to the Owner during soil liner construction:

TEST METHOD MINIMUM
FREQUENCY
ACCEPTABLE
CRITERIA
Field Density ASTM D2937
or
ASTM D2937
ASTM D3017
1/10,000 SF/lift

1/5 D3017 tests
1/10,000 SF/lift
> 95%

> 95%
> 95%
Thickness Surveyor 8 locations/acre > 18 IN
Atterberg Limits ASTM D4318 1/acre/lift BSCS Criteria
Fines Content ASTM D1140 1/acre/lift BSCS Criteria
Hydraulic Conductivity ASTM D5084 1/acre/lift < 1.0x10 -5 cm/sec
Laboratory Moisture
Density Relationship
ASTM D698 1/5,000 CY of
placed liner
material
NA
C. Test methods shall also conform to criteria set forth in Paragraph 3.1, Soil Liner Test Strip.
D. Test frequencies may be modified by the CQA Consultant. If there are indications of declining
or failing test results, frequencies may be increased. If hydraulic conductivity test results are well
above acceptable, the frequency for Atterberg limit and fine content testing may be waived by
the Engineer if the same sample is used for both tests.
E. The acceptable criteria may be modified by the CQA Consultant if supported by the test strip
results and approved by the Engineer.
F. Holes in the compacted soil liner created as a result of destructive testing (eg., thin-walled
Shelby tube sampling and nuclear gauge, field density determinations) shall be backfilled and
tamped by rod uniformly in 2 IN thick lifts. The backfill material shall be the same liner
construction material or hydrated bentonite powder, if approved by the CQA Consultant. On the
surface, the backfill material shall extend slightly beyond the holes to make sure that a good tie-
in with the surrounding liner is achieved. Repaired areas shall be observed and documented by
the CQC Consultant.
G. Give minimum of 24 HR advance notice to CQA Consultant when ready for soil testing and
inspection in completed area of the soil liner.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
SOIL LINER SYSTEM (ALTERNATE LINER)
31 38 10 - 8
H. For areas not meeting field and laboratory testing criteria, the Contractor shall scarify the full
depth of the lift or replace the material as needed. The material shall be reshaped, rewetted as
needed, rehomogenized and recompacted to the specified density. Areas not meeting the
thickness requirements shall be augmented with additional materials. The added materials shall
be reworked with the soil layer to ensure homogeneity and proper bonding. This may be done by
scarification of the surface prior to addition of new material. The repaired area shall be properly
documented, and field and laboratory quality control testing shall be performed to ensure the
repaired liner section meets the requirements specified herein.
I. The Contractor shall pay for all costs associated with corrective work and retesting resulting
from failing tests. The CQA Consultant shall be informed immediately of all failing tests.
END OF SECTION

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
OPERATIONAL COVER AND LEACHATE COLLECTION LAYER
31 38 25 - 1
SECTION 31 38 25
OPERATIONAL COVER AND LEACHATE COLLECTION LAYER
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Operational Cover.
2. Leachate collection stone.
B. Related Sections Include But Are Not Necessarily Limited To:
1. Division 0 – Bid Requirements, Contract Forms, and Conditions of the Contract.
2. Division 1 – General Requirements.
3. Section 31 23 00 – Earthwork.
4. Section 31 38 10 – Soil Liner System.
5. Section 33 47 14 – High-Density Polyethylene (HDPE) Membrane Liner.
6. Section 31 32 19 – Geotextiles.
7. Section 40 05 33 – Pipe: High Density Polyethylene (HDPE).
8. Construction Quality Assurance Plan.
1.2 QUALITY STANDARDS
A. Referenced Standards
1. American Society for Testing and Materials:
a. C117 or C136 - Particle Size Analysis.
b. D2434 - Permeability of Granular Soils.
c. D4373 - Calcium Carbonate Content of Soils.
d. D5084 - Measurement of Hydraulic Conductivity of Saturated Porous Materials Using
a Flexible Wall Permeameter.
2. North Carolina Department of Transportation (NCDOT), Standard Specifications for Roads
and Structures current edition.
1.3 SUBMITTALS
A. See Section 01 33 00: Submittals.
B.A. At least four weeks prior to construction of the operational cover and/or leachate
collection layers, submit a bulk sample of each material from each source to the CQC Consultant
for approval and the CQA Consultant for acceptance.
C.B. Submit all required laboratory test data as required by Subparts 2.1 and 3.2 for materials
used in the construction.
D.C. Submit periodic surveys of each layer during construction for thickness verification.
Frequency of survey submittals to be established between Contractor and CQA consultant prior
to placement. Follow the CQA plan for surveying requirements.
1.4 JOB CONDITIONS
A. Take necessary precautions to protect synthetic landfill liner from damage due to any
construction activity. Repair damages to liner at own expense. Assess no cost to Owner,
Engineer, or auxiliary party for any damages to liner system or pipe resulting from placement of
operational cover and/or stone or activities of equipment operating on operational cover and/or
stone.
B. Protect and maintain benchmarks, monuments, or other established points and reference points
and if disturbed or destroyed, replace items to full satisfaction of Owner and controlling agency.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
OPERATIONAL COVER AND LEACHATE COLLECTION LAYER
31 38 25 - 2
1.5 TOLERANCES
A. Materials shall be placed to the lines and grades as shown on the Contract Drawings except that
a 2 IN overbuild is allowed. Material placed beyond these limits shall be removed at Contractor's
expense.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Operational Cover Material: The CQC Consultant shall submit source test data to the CQA
Consultant from borrow stockpiles prior to installation at the site.
1. Free of roots, rocks over ½ IN in diameter, sod or other organic matter, and frozen material.
Materials must meet acceptance criteria presented in 3.2 of this Specification.
2. Materials may be natural.
B. Leachate Collection Stone Material: The CQC Consultant shall submit source test data to the
CQA Consultant from stockpiles prior to delivery to the site.
1. Free of roots, oversize rocks, sod or other organic matter, and frozen material. The material
shall be of durable and of noncarbonaceous origin.
2. Materials must meet acceptance criteria presented in 3.2 of this Specification.
3. Materials may be natural or manufactured.
C. Interface Friction Tests:
1. Test materials using ASTM D 5321. Section 01 30 00-Special Conditions, paragraph 2.1,
outlines the conditions under which this material shall be tested.
2. This material is part of a system. The system shall meet the requirements before the
component materials can be deemed acceptable.
PART 3 - EXECUTION
3.1 GENERAL
A. The operational cover material of the floor liner system consists of a 1-FT thick layer placed
over a 1-FT thick layer of leachate collection stone. The operational cover is separated from the
stone by a cushion geotextile. The operational cover material of the sideslope liner system
consists of a 2-FT thick layer placed directly over a drainage geocomposite overlying the HDPE
geomembrane. Extreme caution shall be exercised by the Contractor to prevent damage to the
liner system materials.
B. The leachate collection stone material of the floor liner system consists of a 1-FT thick layer
placed over the HDPE geomembrane. The stone is separated from the geomembrane by a
cushion geotextile. Extreme caution shall be exercised by the Contractor to prevent damage to
the liner system materials. The leachate collection layer is not used for the sideslope liner
system. Extreme caution shall be exercised by the Contractor to prevent damage to the liner
system materials.
C. Placement of these materials within the cell shall be conducted only when the CQA Consultant
or his representative is present at the site and informed in advance of the intent to complete this
work.
D. The Contractor shall exercise care in maintaining a true line and grade an all piping during
placement and spreading of the material.
E. Materials shall be placed over the Geomembrane only after areas have been released by the
Geomembrane Installer and the CQA Consultant. The materials shall be placed as specified
below.
1. All materials shall be placed and spread with low ground pressure equipment (6 psi ground
pressure or less) as approved by the Engineer to reduce potential damage to the

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
OPERATIONAL COVER AND LEACHATE COLLECTION LAYER
31 38 25 - 3
Geomembrane. The Geomembrane and drainage geocomposite surfaces shall be off limits
to construction traffic. Hard turning of tracked equipment on the operational cover and stone
must be avoided.
2. At least 12 IN of separation between the Geomembrane and all low ground pressure
equipment shall be maintained.
3. Material shall not be placed over standing water or ice.
4. Material shall not be compacted within the cell limits except as required to adequately
spread the material with tracked equipment.
5. Material on slope shall be placed from the bottom to top of the slope.
F. The operational cover and leachate collection stone shall be spread in a manner that minimizes
development of folds in the Geosynthetics. Any portions of the Geosynthetics that develop a
fold shall be repaired by the Contractor at no expense to the Owner.
1. If during spreading, excessive wrinkles develop, the Contractor shall adjust placement and
spreading methods, or cease until the Geomembrane and/or drainage geocomposite cools
and wrinkles decrease in size.
2. Wrinkles that exceed approximately 6 IN in height and cannot be eliminated by amended
placement and spreading methods shall be cut and repaired by the Geomembrane Installer in
a method approved by the CQA Consultant.
3. These layes should be placed/spread prior to placing the leachate collection stone around the
leachate collection piping.
G. For the floor liner system, the operational cover layer shall be spread over the separator
geotextile in a manner that minimizes development of folds in the underlying geotextile. Any
portions of the geotextiele that develop crimp and/or tear shall be repaired by the contractor at no
expense to the owner.
1. If during spreading, excessive wrinkles develop the contractor shall adjust placement and
spreading methods.
2. This layer should be placed/spread subsequent to placing the separator geotextile over the
leachate collection layer.
H. Any damage to the underlying soil, Geomembrane liners or Geotextiles shall be repaired in
accordance with the applicable Section of these Specifications at Contractor’s expense.
I. Stockpiling of materials within the limits of the cell shall be subject to advanced approval by the
CQA Consultant. Any hauling equipment (dump trucks, etc.) operating within the cell limits,
including access ramps, shall have a minimum of 3 FT. of separation between the vehicle wheels
and the Geomembrane.
J. Any areas where unauthorized or tracked equipment has operated over the leachate collection
system shall be subject to investigation for potential Geomembrane damage. Such investigations
may include removal of overlying materials in the affected areas and visual inspection of the
Geomembrane. These activities shall be conducted under direction by the CQA Consultant at
Contractor's expense.
K. Test areas to evaluate potential damage due to equipment operations may be required by the
CQA Consultant to assess equipment to be used by the Contractor. The test area shall be outside
the cell limits, use scrap materials not to be used in cell construction, and model construction
conditions as closely as is practical. Test area parameters shall be determined by the CQA
Consultant and Contractor in advance of construction of the leachate collection system.
3.2 QUALITY CONTROL
A. The CQC Consultant shall perform testing of the materials.
B. Ensure CQA Consultant has at all times immediate access for the testing of all related work.
C. Assure by results of CQC testing that materials and installation comply with the following
requirements:

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
OPERATIONAL COVER AND LEACHATE COLLECTION LAYER
31 38 25 - 4
REQUIRED
TEST
MINIMUM
FREQUENCY
LEACHATE
COLLECTION
LAYER
PIPING STONE OPERATIONAL
COVER
Gradation
ASTM D422
1 per 1,500 CY
or portion thereof
NCDOT #78M NCDOT #5 NA
Permeability, K
ASTM D5084
or D2434
1 per 3,000 CY
or portion thereof
K  .1 cm/sec K > 1 cm/sec K  2E-5 cm/sec
Carbonate
Content
ASTM D4373
1 per material
source
<15% by weight <15% by weight NA
Thickness 8 per acre
(Survey Points)
As Specified As Specified As Specified

D. Permeability testing shall be performed for all materials listed above.
END OF SECTION

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
CAP COMPACTED SOIL LINER
31 38 30 - 1
SECTION 31 38 30
CAP COMPACTED SOIL LINER
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Soil used in the compacted soil liner component of the final cap system.
B. Related Sections include but are not necessarily limited to:
1. Section 31 23 00 - Earthwork.
2. Section 33 47 16 – Linear Low-Density Polyethylene (LLDPE) Membrane Liner.
3. Construction Quality Assurance Plan.
1.2 QUALITY STANDARDS
A. Reference Standards:
1. ASTM - American Society for Testing and Materials:
a. ASTM D-75 – Standard Practice for Sampling Aggregates.
b. ASTM D-421 – Standard Practice for Dry Preparation of Soil Samples for Particle-Size
Analysis.
a.c. ASTM D-422 - Particle Size Analysis.
b.d. ASTM D-698 - Standard Proctor.
c.e. ASTM D-854 - Specific Gravity.
d.f. ASTM D-1140 - Fines Content in Soils.
e.g. ASTM D-1556 - In-situ Density Measurement Using the Sand Cone.
f.h. ASTM D-1557 - Modified Proctor.
g.i. ASTM D-2166 - Unconfined Compressive Strength.
h.j. ASTM D-2216 - Moisture Content Using Over-Dry Method.
i.k. ASTM D-2487 - Soils Classification.
j.l. ASTM D-2573 - Field Vane Shear Test.
m. ASTM D-2922 - In-situ Density Using Nuclear Methods.
k.n. ASTM D-2937 – Standard Test Method for Density of Soil in Place by the Drive-
Cylinder Method.
l.o. ASTM D-3017 - In-situ Moisture Content Using Nuclear Methods.
m.p. ASTM D-4318 - Atterberg Limits.
q. ASTM D-5084 - Flexible Wall Ppermeameter.
n.r. ASTM D-5321 – Standard Test Method for Determining the Shear Strength of Soil-
Geosynthetic and Geosynthetic-Geosynthetic Interfaces by Direct Shear.
2. USEPA - United States Environmental Protection Agency
a. EPA/600/R-93/182 -"Quality Assurance and Quality Control for Waste Containment
Facilities," September, 1993.
3. ASCE – American Society of Civil Engineers.
a. ASCE Paper No. 25333 – Water Content – Density Criteria for Compacted Soil Liners
(Daniel et at, 1998).
b. ASCE Paper No. 23827 – In-Site Hydraulic Conductivity for Compacted Clay (Daniel
et at, 1989).
4. Construction Quality Assurance (CQA) Plan.
1.3 SUBMITTALS
A. See Section 01 34 001 33 00 - Submittals.
B.A. Submit periodic surveys during construction for thickness verification. Schedule of
survey submittals to be established between Contractor and CQA Consultant prior to placement.
Follow the CQA Plan for surveying requirements.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
CAP COMPACTED SOIL LINER
31 38 30 - 2
C.B. Refer to the CQA Plan.
1.4 JOB CONDITIONS
A. Verify conditions of subgrade prior to commencing work.
1.5 TOLERANCES
A. The soil liner system must meet the following tolerances:
1. The saturated hydraulic permeability of the soil liner must be equal to or less than 1.0 x 10-5
cm/sec, as determined by ASTM D5084.
2. The thickness of the soil liner must be equal to or greater than 18 inches. Any excess shall
be on the bottom of the layer.
3. Up to 6 IN of existing intermediate cover may be reworked to form the bottom 6 IN of final
cap compacted soil liner if the material meets the requirements of this Section.
4. The work should be constructed to lines, grades, and control points indicated on the
Drawings, and shall be controlled and documented with survey methods. Laser based survey
systems are preferred for grading.
5. Finished grade tolerance; plus 0.1 FT from required elevation.
B. The Contractor is responsible for certifying the Work is constructed to the specified tolerances
and for providing sealed surveys supporting the certification.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Low Permeability Soil - General:
1. Contractor shall excavate and process soil materials from borrow and/or stockpile areas
designated on the Drawings to prepare soil that is capable of being worked to produce a soil
layer of thickness shown on the Drawings that meets the hydraulic conductivity
requirements.
2. In accordance with these Specifications, the Contractor is responsible for conducting a
borrow soil characterization study (BSCS).
3. The soil shall be relatively homogeneous in color and texture and shall be free from roots,
stones, foreign objects, and other deleterious materials.
4. Some soils not meeting the requirements of B.1. and B.4. below, may be acceptable for use
in the Work at the sole discretion of the Engineer. The contractor may submit data on soils
for the Engineer’s review. For the Engineer to approve the materials, the submittal should
contain: a statement signed by a qualified professional Engineer that the proposed soils will
meet the hydraulic conductivity requirement and are otherwise suitable for use in the Work;
and, supporting geotechnical test results and data.
5. All soils must be approved for use by the Engineer prior to use in the Work.
B. Natural Fine-Grained Soil
1. Classification: Natural fine-grained soil shall have a classification of SC, SM, CH, CL, MH,
or ML as determined by ASTM D24878.
2. Grain sizes shall be within the following gradation:
Sieve Size Percent Passing by Weight
3/4 IN 100
No. 4 > 90
No. 200 > 30
3. Hydraulic Conductivity: The saturated hydraulic conductivity of the natural fine-grained
soil shall meet the stated tolerances, when compacted in accordance with requirements
established by the CQC Consultant and Contractor on the basis of the soil liner test strip as
specified herein.
4. Other Soil Liner Properties:
a. The liquid limit shall be at least 25 as measured by ASTM D4318.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
CAP COMPACTED SOIL LINER
31 38 30 - 3
b. The plasticity index shall be at least 10 and less than 30 as measured by ASTM D4318.
C. Permeability Test
1. Laboratory permeability tests (ASTM D-5084) shall be conducted in constant head, triaxial
type permeameters. The specimens shall be consolidated under an isotropic effective
consolidation stress not to exceed 10 psi. The inflow to and outflow from the specimens
shall be monitored with time and the coefficient of permeability calculated for each
recorded flow increment. The test shall continue until steady state flow is achieved and
relatively constant values of coefficient of permeability are measured.
D. Interface Friction Tests.
1. Test materials using ASTM D 5321. Section 01 30 00. Special Conditions, paragraph 2.1,
outlines the conditions under which this material shall be tested.
2. This material is part of a system. The system shall meet the requirements before the
component material can be deemed acceptable.
2.2 SOIL LINER MATERIAL ACCEPTANCE
A. General: All imported, on-site, and processed materials specified in this Section are subject to
the following requirements:
1. All tests necessary for the Contractor to locate and define acceptable sources of materials
from the borrow and/or stockpile areas shall be made by the CQC Consultant. Certification
that the material conforms to the Specification requirements along with copies of the test
results from a qualified commercial testing laboratory shall be submitted to the CQA
Consultant for approval at least 10 days before the material is required for use. All material
samples shall be furnished by the Contractor at the Contractor's sole expense.
2. All samples required in this Section shall be representative and be clearly marked to show
the source of the material and the intended use on the project. Sampling of the material
source shall be done by the CQC Consultant in accordance with ASTM D75.
3. Notify the CQA Consultant at least 24 hours prior to sampling so that they may observe the
sampling procedures.
4. Tentative acceptance of the material source shall be based on an inspection of the source by
the CQA Consultant and the certified test results of the Borrow Source Characterization
Study (BSCS) as submitted by the Contractor to the CQA Consultant. No materials shall be
delivered to the site until the proposed materials tests have been accepted in writing by the
CQA Consultant.
5. Final acceptance of any material will be based on results of tests made on material samples
taken from the completed soil liner test strip, combined with the results of the BSCS. If tests
conducted by the CQC Consultant or the CQA Consultant indicate that the material does not
meet Specification requirements, material placement will be terminated until corrective
measures are taken. Material which does not conform to the Specification requirements and
is placed in the work shall be removed and replaced at the Contractor's sole expense.
6. Contractor shall be solely responsible for obtaining all permits required to obtain acceptable
sources of materials for use in the work.
B. Sampling and testing required herein shall be done at the Contractor's sole expense.
C. Borrow Source Characterization Study:
1. The Contractor will be responsible for all processing and screening of the soil liner material
at his own cost to meet the requirements of the Specifications. The Contractor will be
responsible for the erosion protection of the stockpile and borrow area during his operation.
The Contractor shall coordinate all aspects of this operation with the CQC Consultant, CQA
Consultant, and Project Manager.
2. CQC Consultant shall complete a BSCS of natural fine-grained soils or of soil that will be
used in bentonite amended soils.
3. Contractor shall conduct tests, including particle size, Atterberg limits, moisture-density,
and hydraulic conductivity tests.
4. The CQC Consultant shall develop and undertake a testing program to demonstrate the
acceptability of the proposed material. Certified results of all tests shall be submitted to the

HDR Project No. 10110265 City of Winston-Salem September 2020
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31 38 30 - 4
CQA Consultant upon completion of tests. The testing program shall include the following
elements, at a minimum:
a. An excavation plan for the borrow source indicating proposed surface mining limits and
depths of samples to be taken for testing.
b. Test pits for borrow source sampling shall be appropriately spaced to reflect site
geomorphology and sampled at depth intervals appropriate to the proposed excavation
methods.
c. 1 test per 15,000 cy of estimated in-place quantity for each sourceA minimum of 12
samples shall be collected and tested for the parameters required as described in the
following paragraphs.
5. Test Parameters and Reporting for Natural Fine-Grained Soils: All samples collected from
the proposed borrow area for natural fine-grained soils shall be tested for the following
parameters:
PARAMETER TEST METHOD
Particle Size (sieve plus hydrometer) ASTM D422
Atterberg Limits ASTM D4318
Standard Proctor ASTM D698
Hydraulic Conductivity(1) ASTM D5084
(1) Hydraulic conductivity tests shall be performed on recompacted samples of the
proposed material, compacted according to criteria developed by the CQC Consultant
using data from tests conducted in accordance with ASTM D698.
6. Bentonite: CQC Consultant shall submit certifications from the supplier of the bentonite
material that it meets the requirements specified under PART 2, PRODUCTS.
D. Fine-Grained Material Dewatering, Mixing, and Staging
1. Dewatering of soil liner borrow excavations, if required, shall be solely at the Contractor’s
expense.
2. Drying, blending, or wetting required to maintain the soil liner soil at a suitable moisture
content shall be solely at the Contractor’s expense.
2.3 EQUIPMENT
A. Compaction Equipment:
1. The compaction equipment shall be of a suitable type, adequate to obtain the permeability
specified, that provides a kneading action, such as a wobble-wheeled roller or a sheepsfoot
roller having tines as long as the maximum loose lift thickness to ensure proper lift interface
compaction free of voids.
2. The CQC Consultant shall confirm compaction equipment adequacy, and recommend
changes if required, based on the soil liner test strip. Such additional equipment will be
provided by Contractor at no additional cost.
3. The compaction equipment shall be maintained and operated in a condition that will deliver
manufacturer's rated compactive effort.
4. Hand-operated equipment shall be capable of achieving specified soil densities.
5. The finished surface of the final lift shall be rolled with a smooth steel drum roller or
rubber-tired roller to eliminate tine or roller marks and provide a smooth, dense surface for
geomembrane placement.
B. Moisture Control Equipment:
1. Equipment for applying water shall be of a type and quality adequate for the work, shall not
leak, and shall be equipped with a distributor bar or other approved device to assure uniform
application.
2. Equipment for mixing and drying out material shall consist of blades, discs, or other
equipment defined by the CQC Consultant as approved by the CQA Consultant.

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3. Mixing of natural fine-grained soils may also be required to get even distribution of
moisture.
4. Soil liner material must not be compacted within 24 hours of the adjustment of water
content by the addition of water.
PART 3 - EXECUTION
3.1 SOIL LINER TEST STRIP
A. Test Strip Installation:
1. Prior to actual soil liner installation, a soil liner test strip of a dimension no less than 100 FT
long by 30 FT wide by 1.5 FT thick shall be constructed by the Contractor over a compacted
subgrade within the liner construction site.
2. The soil liner test strip shall be constructed in 6 IN lifts. The final compacted thickness of
each lift shall be a maximum of 6 IN. Prior to placement of successive lifts, the surface of
the lift in place shall be scarified or otherwise conditioned to eliminate lift interfaces.
3. If the top 6 IN of intermediate cover is to be incorporated into the compacted soil liner, then
the surface should be prepared by stripping any vegetation or unsuitable materials,
scarifying or disking the top 6 IN of intermediate cover, and recompacting the layer.
4. The soil liner test strip shall be constructed using the same equipment and construction
procedures that are anticipated for use during actual liner installation.
5. During test strip installation, the Contractor in coordination with his CQC Consultant and
the CQA Consultant shall determine the field procedures that are best suited for his
construction equipment to achieve the requirements specified herein.
6. If the test strip fails to achieve the desired results, the soil material of the strip shall be
completely removed, and additional test strip(s) shall be constructed until the requirements
are met.
7. The CQC Consultant shall document that the subgrade of the test strip liner is properly
compacted to at least 95 percent of the maximum dry density, as determined using the
Standard Proctor test (ASTM D-698). Field density tests on the subgrade shall be performed
by the CQC Consultant and documented at a minimum of three test locations within the test
strip area. Alternative subgrade compaction criteria may be proposed by the CQC
consultant if the target dry density is not achievable using standard compaction equipment
due to the presence of waste beneath the subgrade or due to the slope being worked.
Minimum subgrade compaction shall not be less than 90 percent of the maximum dry
density, as determined using ASTM D-698.
8. At least five field density measurements shall be performed by the CQC Consultant on each
lift of the liner test strip. The field density tests shall be conducted using a nuclear gauge
(ASTM D-2922) or other method, as approved by the CQA Consultant. Corresponding tests
for moisture content to determine dry density shall likewise be performed by using a nuclear
gauge (ASTM D-3017), or other approved method. On the test pad, the density
measurement if performed by a nuclear gauge shall be verified through performance of one
sand cone test (ASTM D-1556) or drive tube test (ASTM D-2937) at a location selected by
the CQA Consultant. The moisture content measurement, if performed by a nuclear gauge
shall be verified by recovering at least five samples for oven-dry testing (ASTM D-2216)
from the test location.
9. A composite sample will be taken from each lift for recompacted lab permeability (ASTM
D-5084).
10. Upon completion of the soil liner test strip, the CQC Consultant, as observed by the CQA
Consultant, shall measure the thickness of the test strip at a minimum of five random
locations.
11. A minimum of five random samples of the liner construction materials delivered to the site
during test strip installation shall be tested by the CQC Consultant for moisture content
(ASTM D-2216), sieve analyses (ASTM D-421, D-422) and Atterberg limits (ASTM D-
4318).

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12. The CQC Consultant shall conduct at least one standard Proctor (ASTM D-698) and one
modified Proctor (ASTM D-1557) compaction test on bag samples of the test strip material
to determine the moisture-density relationships.
13. A minimum of one undisturbed sample shall be taken from each lift of the test strip by the
CQC Consultant for laboratory hydraulic conductivity testing. The samples shall be taken
within a 2 FT radius of the in-situ density and moisture tests. The CQA Consultant will also
conduct at least one confirmatory in-situ hydraulic conductivity testing.
14. The data gathered from the test strip sampling (i.e., field density, moisture, undisturbed
samples, and in-situ hydraulic conductivity) shall be used along with the Proctor curve for
the soil to develop a range of acceptable moisture and density test values which are likely to
be consistent with the required maximum permeability. This range of moisture/density
values will be established by the CQC Consultant and the CQA Consultant and will be
utilized as a means to establish Pass/Fail Criteria for the area to be lined by the subject
material.
15. The test strip will be considered acceptable if the measured hydraulic conductivity of the
test strip as determined by ASTM D-5084 meets the requirements of the Specifications.
16. If field and laboratory test data indicate that the installed test strip meets the requirements of
this Specification, it may be used as part of the liner provided that it is adequately protected
by the Installer from drying and equipment damage after installation. The Installer shall
scarify the liner material along the edge of the test strip. A minimum 2 FT overlap per lift is
required for mixing and compaction between the test strip and the liner.
17. If the test strip fails to meet Specifications, additional mix designs (if bentonite amended)
and/or test strips will be constructed until a test strip meets the requirements. No soil liner
may be placed until a test strip has been accepted by the CQA Consultant.
18. Upon receipt of the test data from the CQA Consultant, the Project Manager shall inform
the Contractor if the test strip can remain in-place as part of the liner.
3.2 INSTALLATION
A. The subgrade to be lined shall be smooth and free of vegetation, sticks, roots, exposed waste,
foreign objects, and debris. It shall be the responsibility of the Contractor to keep the receiving
surfaces in the accepted condition until complete installation of the liner is accomplished.
B. The subgrade shall be proofrolled with a pneumatic tired vehicle of at least 20 tons GVW,
making passes across the area as directed by the CQC and/or CQA Consultants. The soil liner
shall not be placed over areas deemed unacceptable by either the CQC or CQA Consultants
based on proofroll observations or inadequate test results. The CQC and CQA Consultants may
take into account that the subgrade is founded on waste when determining an acceptable level of
deformation from the proofroll.
C. The soil liner shall be installed in 6 IN compacted lifts. The material shall be placed consistent
with criteria developed from construction of a satisfactory test strip.
C.D. Construct anchor trenches in accordance with the Drawings.
D.E. When particles exceeding ¾ IN are observed at the final lift surface, they shall be
removed by the Contractor prior to final rolling of the surface.
E.F. Equipment shall be used such that bonding of the lifts will occur. Equipment shall have cleats or
other protrusions of such length necessary to completely penetrate into the loose lift.
Compaction shall be performed using appropriately heavy, properly ballasted, penetrating foot
compactor making a minimum number of passes as approved by the CQC Consultant and CQA
Consultant based on the soil liner test strip.
F.G. If desiccation and crusting of the lift surface occurs prior to placement of the next lift, this area
shall be scarified to a minimum depth of 2 IN or until sufficiently moist materials are
encountered, whichever is greater. After scarification, the superficial material should be
reworked to obtain a moisture content at least 2 percent above optimum moisture content.
Alternately, the drier superficial soil may be stripped and mixed with additional moist soil to
achieve a moisture content satisfying the project requirements.

HDR Project No. 10110265 City of Winston-Salem September 2020
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G.H. No frozen material shall be placed.
H.I. Material shall not be placed on a previous lift which is frozen. Frozen in-place material shall be
removed prior to placement of additional soil material.
I.J. Material which has been subjected to a freeze/thaw cycle(s) shall be disked and recompacted
prior to placement of subsequent lifts.
J.K. During construction, exposed finished lifts of the soil liner material should be sprinkled with
water to minimize desiccation, as necessary. The Contractor is responsible to protect the soil
liner from rain, drying, desiccation, erosion and freezing. All defective areas shall be repaired by
the Contractor to the satisfaction of the CQC Consultant at no extra compensation.
K.L. At the end of each day's construction activities, completed lifts or sections of the
compacted soil liner should be sealed. Common sealing methods include rolling with a rubber
tired or smooth-drum roller, backdragging with a bulldozer, or placement of temporary cover
soil over the compacted soil liner. The compacted soil liner should be sprinkled with water, as
needed.
L.M. If testing shows that a lift is significantly thicker than 6 IN, the top of the lift will be
shaved off so that the lift is approximately 6 IN thick.
3.3 FIELD QUALITY CONTROL AND QUALITY ASSURANCE
A. Refer to the CQA Plan.
B. The following field and laboratory quality control tests shall be performed by the CQC
Consultant at no additional expense to the Owner during soil liner construction:

TEST METHOD MINIMUM
FREQUENCY
ACCEPTABLE
CRITERIA*
Field Density ASTM D29372922
or
ASTM D2937
ASTM D3017
1/10,000 SF/lift

1/5 D3017 tests
1/10,000 SF/lift
> 95%
> 95%
> 95%
Thickness Surveyor 8 locations/acre > 18 IN
Atterberg Limits ASTM D4318 1/acre/lift BSCS Criteria
Fines Content ASTM D1140 1/acre/lift BSCS Criteria
Hydraulic Conductivity ASTM D5084 1/acre/lift < 1.0x10 -5 cm/sec
Laboratory
MoistureDensity
Relationship
ASTM D698 1/5,000 CY of
placed liner material
NA
* Unless otherwise approved by the CQC and CQA Consultants (field density criteria only).
C. Test methods shall also conform to criteria set forth in Paragraph 3.1, Soil Liner Test Strip.
D. Test frequencies may be modified by the CQA Consultant. If there are indications of declining
or failing test results, frequencies may be increased. If hydraulic conductivity test results are well
above acceptable, the frequency for Atterberg limit and fine content testing may be waived by
the Engineer if the same sample is used for both tests.
E. The acceptable criteria may be modified by the CQA Consultant if supported by the test strip
results and approved by the Engineer.
F. Holes in the compacted soil liner created as a result of destructive testing (eg., thin-walled
Shelby tube sampling and nuclear gauge, field density determinations) shall be backfilled and

HDR Project No. 10110265 City of Winston-Salem September 2020
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31 38 30 - 8
tamped by rod uniformly in 2 IN thick lifts. The backfill material shall be the same liner
construction material or hydrated bentonite powder, if approved by the CQA Consultant. On the
surface, the backfill material shall extend slightly beyond the holes to make sure that a good tie-
in with the surrounding liner is achieved. Repaired areas shall be observed and documented by
the CQC Consultant.
G. Give minimum of 24 HR advance notice to CQA Consultant when ready for soil testing and
inspection in completed area of the soil liner.
H. For areas not meeting field and laboratory testing criteria, the Contractor shall scarify the full
depth of the lift or replace the material as needed. The material shall be reshaped, rewetted as
needed, rehomogenized and recompacted to the specified density. Areas not meeting the
thickness requirements shall be augmented with additional materials. The added materials shall
be reworked with the soil layer to ensure homogeneity and proper bonding. This may be done by
scarification of the surface prior to addition of new material. The repaired area shall be properly
documented, and field and laboratory quality control testing shall be performed to ensure the
repaired liner section meets the requirements specified herein.
I. The Contractor shall pay for all costs associated with corrective work and retesting resulting
from failing tests. The CQA Consultant shall be informed immediately of all failing tests.
END OF SECTION

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
VEGETATIVE SUPPORT SOIL
31 38 35 - 1
SECTION 31 38 35
VEGETATIVE SUPPORT SOIL EROSION CONTROL LAYER
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Soil materials placed between cap liner system and top soil layers after placement of waste
within the landfill cell.
B. Related Sections include but are not necessarily limited to:
1. Division 00 –Bidding Requirements, Contract Forms, and Conditions of the Contract.
2. Division 01 – General Requirements.
3. Section 31 23 00 – Earthwork.
4. Section 31 32 19 – Geotextiles.
5. Section 31 38 310 – Cap Compacted Soil Liner.
6. Section 33 47 14 – High-Density Polyethylene (HDPE) Membrane Liner.
7. Section 40 05 33 – Pipe: High-density Polyethylene (HDPE).
8. Construction Quality Assurance Plan.
1.2 QUALITY STANDARDS
A. Referenced Standards
1. ASTM International (ASTM):
a. C33 – Standard Specification for Concrete Aggregates
b. C136 – Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates
c. D422 – Standard Test Method for Particle Size Analysis of Soils.
d. D2434 – Standard Test Method for Permeability of Granular Soils (Constant Head).
e. D4373 – Standard Test Method for Rapid Determination of Carbonate Content of Soils.
f. D5084 – Standard Test Methods for Measurement of Hydraulic Conductivity of
Saturated Porous Materials Using a Flexible Wall Permeameter.
2. South Carolina State Highway Department, Standard Specifications for Highway
Construction, current edition.
1.3 SUBMITTALS
A. See Specification Section 01 33 00 for requirements for the mechanics and administration of the
submittal process.
B. Shop Drawings.
a. Source of materials
b. Permeability test results for all materials
c. Gradation test results.
d. Other laboratory test results
C. Miscellaneous Submittals
1. Bulk sample of each material, to the CQA Consultant for acceptance, at least four weeks
prior to use of the material
2. Periodic surveys of each layer during construction for thickness verification. Frequency of
survey submittals to be established between CONTRACTOR and CQA consultant prior to
placement. Follow the CQA plan for surveying requirements.
1.4 JOB CONDITIONS
A. Take necessary precautions to protect synthetic landfill liner from damage due to any
construction activity. Repair damages to liner at own expense. Assess no cost to OWNER or
ENGINEER for any damages to liner system or pipe resulting from placement activities.

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31 38 35 - 2
B. Protect and maintain benchmarks, monuments, or other established points and reference points
and if disturbed or destroyed, replace items to full satisfaction of OWNER and controlling
agency.
1.5 DEFINITIONS
A. Geosynthetics: Any of several man-made materials including geotextiles, geocomposite drainage
components and geomembranes.
1.6 TOLERANCES
A. Materials shall be placed to the lines and grades as shown on the Contract Drawings, except that
an overbuild of 1 IN is allowed. Remove material placed beyond these limits.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Material: The erosion control layervegetative support soil material shall be obtained from
sources that meet the applicable specification. Submit test data from at least two samples of
material for shop drawing approval prior to placement in the WORK.
1. Free of roots, sod or other organic matter, and frozen material. The material shall be of
durable and noncarbonaceous origin.
2. Erosion Control LayerVegetative Support Soil Material
a. As approved by ENGINEER.
b. 100% passing 2 IN sieve, and > 50% passing the #200 sieve per ASTM D422.
c. Permeability averages less than 1E-22.5E-5 cm/sec per ASTM D2434 or ASTM D5084
as appropriate for the material being tested.
c.d. Minimum compacted thickness 12 IN measured perpendicular to slope.
B. Interface Friction Tests:
1. Test materials using ASTM D 5321. Section 01 30 00 Special Conditions, outlines the
conditions under which this material shall be tested.
2. This material is part of a system. The system shall meet the requirements before the
component materials can be deemed acceptable.
PART 3 - EXECUTION
3.1 GENERAL
A. The erosion control layervegetative support soil material may be placed directly over the
geosynthetics, thus, extreme caution shall be exercised by the CONTRACTOR to prevent
damage to the liner system materials.
B. Placement of these materials shall be conducted only when the CQA Consultant or his
representative is informed in advance of the intent to perform this work and is present at the site
to observe the placement.
C. The CONTRACTOR shall exercise care in maintaining a true line and grade an all piping during
placement and spreading of the material.
D. Materials shall be placed over the geosynthetics only after areas have been released by the
Geomembrane Installer and the CQA Consultant. The materials shall be placed as specified
below.
1. All materials shall be placed and spread with low ground pressure equipment (6 psi ground
pressure or less) as approved by the ENGINEER to reduce potential damage to the
geosynthetics. The geosynthetics surface shall be off limits to construction traffic. Hard
turning of tracked equipment on the soil must be avoided.
2. At least 12 IN of separation between the geosynthetics and all low ground pressure
equipment shall be maintained.
3. Material shall not be placed over standing water or ice.

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4. Material shall only be compacted to the extent achievable by the tracked equipment used to
spread the soil.
5. Material on slope shall be placed from the bottom to top of the slope.
E. The materials shall be spread in a manner that minimizes development of folds in the
geosynthetics. Any portions of the geosynthetics that develop crimp shall be repaired by the
CONTRACTOR at no expense to the OWNER.
1. If during spreading, excessive wrinkles develop, the CONTRACTOR shall adjust placement
and spreading methods, or cease until the geosynthetics cool and wrinkles decrease in size.
2. Wrinkles that exceed approximately 6 IN in height and cannot be eliminated by amended
placement and spreading methods shall be cut and repaired by the geosynthetics installer in
a method approved by the CQA Consultant.
F. The erosion control layervegetative support soil shall be spread over the drainage composite in a
manner that minimizes development of folds in the underlying geosynthetics. Any portions of
the geosynthetics that develop crimp and/or tear shall be repaired by the contractor at no expense
to the OWNER.
G. Any damage to the underlying soil or geomembrane liners or other geosynthetics shall be
repaired in accordance with the applicable Section of these Specifications at CONTRACTOR’s
expense.
H. Stockpiling of materials within the closure limits shall be subject to advanced approval by the
CQA Consultant. Any hauling equipment (dump trucks, etc.) operating within the closure limits,
shall have a minimum of 3 feet. of separation between the vehicle wheels and the geosynthetics.
I. Any areas where unauthorized or tracked equipment has operated over geosynthetics shall be
subject to investigation for potential geosynthetics damage. Such investigations may include
removal of overlying materials in the affected areas and visual inspection of the geosynthetics.
These activities shall be conducted under direction by the CQA Consultant at CONTRACTOR's
expense.
J. Test areas to evaluate potential damage due to equipment operations may be required by the
CQA Consultant to assess equipment to be used by the CONTRACTOR. The test area shall be
outside the cell limits, use scrap materials not to be used in cell construction, and model
construction conditions as closely as is practical. Test area parameters shall be determined by the
CQA Consultant and CONTRACTOR in advance of construction of the leachate collection
system.
3.2 QUALITY CONTROL
A. The CQC Consultant shall perform testing of the materials.
B. Ensure CQA Consultant has at all times immediate access for the testing of all related work.
C. Perform CQC testing of all materials.
1. Perform gradation tests at a frequency of 1 per 1,500 CY, or portion thereof, per ASTM
D422.
2. Perform permeability tests at a frequency of 1 per 3,000 CY, or portion thereof, per ASTM
D5084 or ASTM D 2434 depending on material.
a. Permeability samples shall be compacted to 905% of standard proctor ASTM D698
before testing.
3. Perform compaction testing at a frequency of 1 per 500 cubic yards, or portion thereof, per
ASTM D698.
D. Confirm specified thickness by survey at a frequency of eight (8) points per acre.
E. Reject or modify material not meeting specifications.
1. Provided the CONTRACTOR demonstrates that the materials exceed the permeability
requirement, the ENGINEER may consider approval of materials with more than 150%
fines.
END OF SECTION
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HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
GEOSYNTHETIC REINFORCEMENT – MSE WALL
31 38 40 - 1
SECTION 31 38 40
GEOSYNTHETIC REINFORCEMENT – MSE WALL
PART 1 - GENERAL
1.1 SCOPE OF WORK
A. The CONTRACTORContractor shall furnish all labor, materials, tools, supervision,
transportation, and installation equipment necessary for the storage, delivery, installation, and
testing of the geosynthetic reinforcement and secondary wrap face geogrids, including
installation as herein specified and as shown on the Drawings.
B. The CONTRACTORContractor shall install the geosynthetic reinforcement in conjunction with
the site preparation, placement of compacted soil fill, and installation of other geosynthetic and
non-geosynthetic components of the Work.
C. Work shall include, but not be limited to, installation of geosynthetic reinforcement as shown on
the Drawings.
D. Geosynthetic reinforcement applies to that required to reinforce the Mechanically Stabilized
Earth (MSE) wall (primary uniaxial geogrids and secondary wrap face geogrids).
1.2 RELATED SECTIONS
A. Section 31 23 00 - Earthwork
B. MSE Structure Shop Drawings Prepared for Hanes Mill Road Landfill, Winston-Salem, North
Carolina Tensar International Corporation, November 820, 2019.
C. Geotechnical Engineering Report, Hanes Mill Road Landfill MSE Wall, Winston-Salem, North
Carolina, HDR, latest revision.
1.3 DEFINITIONS
A. Manufacturer: Manufacturer producing geosynthetic reinforcement from resin and additives.
B. Contractor: The individuals actually performing the hands-on work of installing the geosynthetic
reinforcement in the field.
1.4 CONSTRUCTION QUALITY ASSURANCE
A. AASHTO
1. PP66, Standard Practice for Determination of Long-Term Strength for Geosynthetic
Reinforcement.
2. T289, Standard Method of Test for Determining pH of Soil for Use in Corrosion Testing.
B. ASTM International (ASTM):
1. A82, Standard Specification for Steel Wire, Plain, for Concrete Reinforcement.
2. A185, Standard Specification for Steel Welded Wire Reinforcement, Plain, for Concrete.
3. D698, Standard Test Methods for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/ft3).
4. D1556, Standard Test Method for Density and Unit Weight of Soil in Place by Sand-Cone
Method.
5. D2167, Standard Test Methods for Laboratory Compaction Characteristics of Soil in Place
by the Rubber Balloon Method.
6. D2216, Moisture Content Using Oven-Dry Method.
7. D2487, Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil
Classification System).

HDR Project No. 10110265 City of Winston-Salem September 2020
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GEOSYNTHETIC REINFORCEMENT – MSE WALL
31 38 40 - 2
8. D2922, Standard Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear
Methods (Shallow Depth).
9. D3017, In-situ Moisture Content Using Nuclear Methods.
10. D4218, Standard Test Method for Determination of Carbon Black Content in Polyethylene
Compounds By the Muffle-Furnace Techniques.
11. D4318, Standard Test Methods for Liquid Limit, Plastic limit, and Plasticity Index of Soils.
12. D4354, Standard Practice for Sampling of Geosynthetics and Rolled Erosion Control
Products (RECPs) for Testing.
13. D4355, Standard Test Method for Deterioration of Geotextiles by Exposure to Light,
Moisture and Heat in a Xenon Arc-Type Apparatus.
14. D4439, Standard Terminology for Geosynthetics.
15. D4767, Standard Test Method for Consolidated Undrained Triaxial Compression Test for
Cohesive Soils.
16. D4873, Standard Guide for Identification, Storage, and Handling of Geosynthetic Rolls and
Samples.
17. D5321, standard Test Method for Determining the Shear Strength of Soil-Geosynthetic and
Geosynthetic-Geosynthetic Interfaces by Direct Shear.
18. D5818, Standard Practice for Exposure and Retrieval of Samples to evaluate Installation
Damage of Geosynthetics.
19. D6706, Standard Test Method for Measuring Geosynthetic Pullout Resistance in Soil.
20. D6637, Standard Test method for Determining Tensile Properties of Geogrids by the Single
or Multi-Rib Tensile Method.
21. D6913, Standard Test Methods for Particle-Size Distribution (Gradation).
22. D7737, Standard Test Method for Individual Geogrid Junction Strength.
C. Qualifications:
1. Manufacturer: The geogrid shall be furnished by a manufacturer that has previously
produced a minimum of 1,000,000 SF of the material for use in similar projects.
2. Installer: The Installer shall be a firm with documented experience of at least 5 projects of
similar construction and scope. Include brief description of each project and name and
phone number of Owner’s representative knowledgeable of each listed project.
D. Installation of the MSE wall construction will be monitored by the CQA Consultant.
E. All materials that do not conform to these specifications, shall be rejected and shall be repaired
by Contractor at no cost to Owner.
F. Contractor shall be aware of the activities outlined in the CQA Plan and shall account for these
activities in the construction schedule.
G. CQA Plan Implementation: Construction Quality Assurance documentation for the geosynethic
reinforcement installation will be performed for the Owner by the CQA Consultant in
accordance with the CQA Plan prepared for this project. The work performed under the CQA
Plan is paid for by the Owner and is not a part of this contract. The Contractor, however, should
familiarize himself with the CQA Plan and is responsible for providing reasonable notice of and
access to work elements that the CQA Consultant is required by the CQA Plan to inspect.
H. CQA Consultant to review NTPEP and DOT product approvals required in Paragraph 1.4 of this
Section. Approvals shall be appended to the certified CQA Report.
1.31.5SUBMITTALS
A. At least 21 days prior to placement of the reinforcement, CONTRACTOR Contractor shall
submit to ENGINEER Engineer, representative samples of the proposed geosynthetic
reinforcement. This submission shall also include:
1. A description of the Manufacturer’s quality control program;
2. evidence showing that the geosynthetic reinforcement, joints and seams, meet all the
requirements of Part 2.01(B) of this section;

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3. a correlation between the geosynthetic reinforcement’s allowable tension and its tensile
strength measured by ASTM D6637, as described in Part 2.01(B) of this section;
4. certification of the reduction factors to be used to calculate allowable tension based on
testing results;
4.5. manufacturer’s quality control certificates for each batch of resin and each shift’s
production signed by responsible parties employed by the Manufacturer (such as the
production manager), which shall include:
a. roll numbers and identification;
b. sampling procedures;
c. results of quality control tests, including a description of test methods used;
5.6. detail of the proposed joining method for the load-carrying direction of the geosynthetic
reinforcement.
B. CONTRACTOR Contractor shall submit to the ENGINEER Engineer information required in
Section 2.01 and 2.02 at least 14 days before the planned start of MSE wall construction for
review and approval.
C. CONTRACTOR Contractor shall notify ENGINEER Engineer in writing at least 7 days in
advance of intention to perform the work of this section
D. If work is interrupted for reasons other than inclement weather, CONTRACTOR Contractor
shall notify ENGINEER Engineer a minimum of 24 hours prior to the resumption of work.
E. Engineering drawings, elevations, and large-scale details of elevations, typical sections, details,
and connections.
1. Include design calculations sealed by a Registered Professional Engineer licensed in the
State where the project is located. The Registered Professional Engineer shall demonstrate
their experience and competency of MSE wall design by providing a list of similar projects,
both in terms of size and complexity.
2. Manufacturer's certifications that the ultimate tensile strength and junction strength of the
geogrid are equal to or greater than those specified.
3. Drawings to include:
a. Section views representative of each design section
b. Design sections summarized in tabular form that include:
1) Range of applicable stations
2) Design height
3) Geogrid types
4) Elevations
2.5) Embedment lengths.
F. Complete as-built surveys of the completed MSE wall, certified by an NC licensed surveyor,
that shall include, but not be limited to the following items:
1. lines and grades of the completed MSE wall:
2. subgrade lines and grades;
3. elevations and lengths of geogrid reinforcement layers by station;
4. cross sections of the wall on 100 FT centers;
5. elevation view of the wall including top of finished grades, elevations of each geogrid layer
with setback from wall face, subgrade, and pre-construction grade;
6. locations of stormwater drop inlets, outlet pipes, and invert elevations;
7. locations of horizontal and vertical geogrid penetrations;
8. monitoring points;
9. elevations and locations of construction monitoring devices (piezometers, settlement plates,
survey monuments);
10. access and maintenance road location and grade/thickness;
11. utilities located within the footprint of the MSE wall;
12. locations of roads, guardrail, and other appurtenances located on top of the MSE wall; and

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13. locations of tests and repairs of the geogrid reinforcement, soil backfill, or wall facing
performed during wall construction.
G. Documentation of Manufacturer’s and Contractor’s qualifications.
H. Documentation that geogrid has been evaluated and approved by the National Transportation
Product Evaluation Program (NTEP) according to the NCDOT Guidelines for the Geogrid
Evaluation Program (DOT Evaluation Program) dated April 26, 2013 and the latest amendment.
The properties tested shall include those listed in Paragraph 2.1 of this Section in both the
Machine Direction (MD) and Cross Machine Direction (XMD). Include the following data
measured both in MD and XMD:
1. Ultimate Tensile Strength (ASTM D6637)
2. Reduction Factors (AASHTO PP66)
3. Pullout Resistance (ASTM D6706)
4. Direct Shear (ASTM D5321)
5. Joint Strength (ASTM D7737)
I. Documentation that the geogrid has been reviewed and approved for use in an MSE wall project
by either NCDOT or any other neighboring state DOT through the DOT Evaluation Program
within 1 year before construction starts.
J. Instrumentation and Monitoring Plan conforming to the requirements in the reference in
Paragraph 1.2 C at least 14 days before the planned start of MSE wall construction for review
and approval.
K. Construction monitoring data as required by the Instrumentation and Monitoring Plan within 7
days of obtaining the data.
1.4 CONSTRUCTION QUALITY ASSURANCE
AASHTO
PP66, Standard Practice for Determination of Long-Term Strength for Geosynthetic
Reinforcement.
T289, Standard Method of Test for Determining pH of Soil for Use in Corrosion Testing.
ASTM International (ASTM):
A82, Standard Specification for Steel Wire, Plain, for Concrete Reinforcement.
A185, Standard Specification for Steel Welded Wire Reinforcement, Plain, for Concrete.
D698, Standard Test Methods for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/ft3).
D1556, Standard Test Method for Density and Unit Weight of Soil in Place by Sand-Cone
Method.
D2167, Standard Test Methods for Laboratory Compaction Characteristics of Soil in Place
by the Rubber Balloon Method.
D2216, Moisture Content Using Oven-Dry Method.
D2487, Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil
Classification System).
D2922, Standard Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear
Methods (Shallow Depth).
D3017, In-situ Moisture Content Using Nuclear Methods.
D4218, Standard Test Method for Determination of Carbon Black Content in Polyethylene
Compounds By the Muffle-Furnace Techniques.
D4318, Standard Test Methods for Liquid Limit, Plastic limit, and Plasticity Index of Soils.
D4354, Standard Practice for Sampling of Geosynthetics and Rolled Erosion Control
Products (RECPs) for Testing.
D4355, Standard Test Method for Deterioration of Geotextiles by Exposure to Light,
Moisture and Heat in a Xenon Arc-Type Apparatus.
D4439, Standard Terminology for Geosynthetics.

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D4767, Standard Test Method for Consolidated Undrained Triaxial Compression Test for
Cohesive Soils.
D4873, Standard Guide for Identification, Storage, and Handling of Geosynthetic Rolls and
Samples.
D5321, standard Test Method for Determining the Shear Strength of Soil-Geosynthetic and
Geosynthetic-Geosynthetic Interfaces by Direct Shear.
D5818, Standard Practice for Exposure and Retrieval of Samples to evaluate Installation
Damage of Geosynthetics.
D6706, Standard Test Method for Measuring Geosynthetic Pullout Resistance in Soil.
D6637, Standard Test method for Determining Tensile Properties of Geogrids by the Single
or Multi-Rib Tensile Method.
D6913, Standard Test Methods for Particle-Size Distribution (Gradation).
D7737, Standard Test Method for Individual Geogrid Junction Strength.
Qualifications:
Manufacturer: The geogrid shall be furnished by a manufacturer that has previously
produced a minimum of 1,000,000 SF of the material for use in similar projects.
InstallerContractor: The Installer shall be a firm with documented experience of at least 5
projects of similar construction and scope. Include brief description of each project and
name and phone number of Owner’s representative knowledgeable of each listed
projectcontractor’s Superintendent shall have worked in a similar capacity on geosynthetic
reinforcement installation jobs similar in size and complexity to the project described in the
Contract Documents.
A. AInstallation of the MSEP wall berm construction will be monitored by the CQA Consultant.
B. BAll materials that do not conform to these specifications, shall be rejected and shall be repaired
by CONTRACTOR Contractor at no cost to OWNEROwner.
CCONTRACTORContractor shall be aware of the activities outlined in the CQA Plan and shall
account for these activities in the construction schedule.
CQA Plan Implementation: Construction Quality Assurance documentation for the geosynethic
reinforcement installation will be performed for the Owner by the CQA Consultant in
accordance with the CQA Plan prepared for this project. The work performed under the CQA
Plan is paid for by the Owner and is not a part of this contract. The Contractor, however, should
familiarize himself with the CQA Plan and is responsible for providing reasonable notice of and
access to work elements that the CQA Consultant is required by the CQA Plan to inspect.
CQA Consultant to review NTPEP and DOT product approvals required in Paragraph 1.4 of this
Section. Approvals shall be appended to the certified CQA Report.
PART 2 - PRODUCTS
2.1 GEOSYNTHETIC REINFORCEMENT
A. General Requirements
1. The geosynthetic reinforcement suppliers shall furnish materials whose "Minimum Average
Roll Values", as defined by the Federal Highway Administration (FHWA), meet or exceed
the criteria listed below under Geosynthetic Reinforcement Properties.
2. General
a. Geosynthetic reinforcement shall be stock products, rather than products specifically
manufactured to satisfy this Specification unless authorized by OWNER Owner and
ENGINEER Engineer.
a.b. Geosynthetic reinforcement shall be integrally formed HDPE structural geogrid with
positive mechanical interlock for soil reinforcement applications.

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b. Geosynthetic reinforcement shall consist of sheet or grid type products manufactured
from polyethylene or polypropylene for poz-o-tec/soil reinforcement applications.
c. Geosynthetic reinforcement shall be manufactured with additives that are blended with
the polymer resin in order to increase the resistance of the product to degradation from
ultraviolet light.
3. During shipment and storage, the geosynthetic reinforcement shall be protected from
ultraviolet light exposure, precipitation or other inundation, mud, dirt, dust, puncture,
cutting or any other damaging or deleterious conditions.
4. APPROVED PRIMARY STRUCTURAL GEOGRIDS:

UNIAXIAL GEOGRIDS
Geogrid Types Ultimate Tensile Strength,
MD Value*
(MARV*) (ASTM D6637)
(LB/FT)
Allowable Tensile**
Strength, MD Value
(MARV*)
(LB/FT)
Junction Strength
(MARV) (ASTM
D7737)
(LB/FT)
TENSAR BX1200UX1100HS 39701300 (XMD)
TENSAR UX1400HS 4,800 1,455 4,520
TENSAR UX1500HS 78101
TENSAR UX1600HS 9870667,810 3,174 9,250
TENSAR UX1700HS 11,990 3,855 10,970
TENSAR UX1800HS 14390
*PER ASTM D6637
*MARV as defined by ASTM D4439
** The allowable tensile strength used for design shall not exceed the tensile strength at 5% strain, per ASTM D6637, and reported in
the geogrid manufacturer’s latest NTPEP report

5. Recommended Reduction Factors:

Uniaxial GeogridUNIAXIAL GEOGRIDS
Geogrid Types

Recommended Reduction FactorsUltimate Tensile
Strength (MARV)
(LB/FT)
TENSAR BX1200 RFCR = 2.73, RFID= 1.1, RFD=1.11300 (XMD)
TENSAR UX1400HS 4800 RFCR = 2.73, RFID= 1.1, RFD=1.1
TENSAR UX1500HS 7811
TENSAR UX1600HS 9866 RFCR = 2.57, RFID= 1.1, RFD=1.1
TENSAR UX1700HS 11990 RFCR = 2.57, RFID= 1.1, RFD=1.1
TENSAR UX1800HS 14388
RFCR = Reduction Factor for Creep, RF ID = Reduction Factor for Installation Damage, RFD = Reduction Factor for
Durability.

6. Minimum uniaxial geogrid pullout strength adhesion = 0 PSF and minimum pullout
strength friction angle = 13.27 DEG using on-site backfill materials.
5.7. APPROVED SECONDARY WRAP GEOGRID:

BIAXIAL GEOGRID TENSAR BX1120
Property MD Value XMD Value
Aperture Dimension (Nominal) 1.0 IN 1.3 IN
Minimum Rib Thickness (Nominal) 0.03 IN 0.03 IN

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Tensile Strength @ 2% Strain (ASTM D6637,
Method A)
280 LB/FT 450 LB/FT
Tensile Strength @ 5% Strain (ASTM D6637,
Method A)
580 LB/FT 920 LB/FT
Ultimate Tensile Strength
(ASTM D6637, Method A)
850 LB/FT 1,300 LB/FT
Minimum Carbon Black Content (ASTM D4218) 2 PCT 2 PCT
Junction Efficiency (ASTM D7737) 93 PCT N/A

a. Secondary wrap geogrid shall have minimum 2% carbon black content per ASTM
D4218.
b. Geogrid at wall facing shall exhibit no strength loss in both directions (MD and XMD)
after 4500 hours when tested for UV resistance per ASTM D4355.
B. Geosynthetic Reinforcement and Facing Properties
1. Primary geogrid reinforcement shall be HDPE Uniaxial and secondary wrap geogrid
reinforcement shall be polypropylene biaxial structural geogrids manufactured by Tensar
Corporation, Morrow, Georgia or approved equivalent.
2. Bodkin bars shall be HDPE bars manufactured by Tensar Corporation, Morrow, Georgia or
approved equivalent.
3. The wall facing shall be black steel 4”X4” W4.0 X W4.0 welded wire forms. Wire form
geometry shall be as detailed in the construction drawings.
C. Labeling
1. Geosynthetic reinforcement rolls shall be marked or tagged with the following information:
a. Manufacturers name;
b. project identification;
c. lot number;
d. roll number; and
e. roll dimensions.
2.2 REINFORCED BACKFILL
A. On-site borrow soil with the following minimum compacted strength parameters per
ASTM D4767:
1. Friction Angle – 12 DEG.
2. Cohesion – 630 PSF
1. Effective Friction Angle - 28 DEG
2. Effective Cohesion – 0 PSF
3. Unit Weight – 115 PCF
1. Effective Cohesion – 18 PSF.
B. On-site borrow soil shall also meet the following gradation requirements in accordance with
ASTM D6913:
US Standard
Sieve No.
Percent
Passing, Min.
Percent
Passing, Max.
¾ IN. 100 -
No. 40* 0 90
No. 200 0 50
* The portion of the reinforced backfill passing the No. 40 sieve shall have a liquid limit less than 40 and
plasticity index less than 20 in accordance with ASTM D4318. Reinforced backfill shall be classified in accordance with
ASTM D2487 as low or non-plastic soils.
C. On-site borrow soil shall meet the following pH range: 2 to 12.

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B.D. Compact backfill in maximum 9 IN loose lifts to minimum 95 percent maximum dry
density per ASTM D698.
Verify strength parameters on laboratory compacted samples of backfill soils PER ASTM
D4767 at a minimum frequency of one (1) test per 1,000 CY of soil placed.
Verify compaction of backfill soils at a minimum frequency of one (1) test per 50 CY of soil
placed per ASTM D1556, ASTM D2167, or ASTM D2922.
2.3 PLANTABLE FILL
A. Plantable Fill: Fine grained organic soil placed immediately behind the face of the facing unit
for the purpose of supporting vegetation.
1. 100 percent passing a No. 10 (2.0 mm) sieve.
2. 0 to 75 percent passing a No. 200 (0.075 mm)sieve.
3. LL < 50.
4. PI < 20.
2.4 TURF REINFORCEMENT MATEROSION CONTROL BLANKET (FOR USE WITH
PLANTABLE FACING FILL)
A. Turf Reinforcement Mat: North American Green C350 permanent turf reinforcement mat. Mat
shall consist of evenly distributed 100 percent coconut fiber matrix weighing 0.50 lbs per SY
(0.27 kg/sq m) encapsulated in a 3-D matting structure consisting of two, top and bottom,
heavyweight UV stabilized polypropylene nets, with a nominal weight of 8 lbs/1000 SF (0.04
kg/sq m) and a corrugated high strength center net with an nominal weight of 24 lbs/1000 SF
(0.12 kg/sq m). The three nets shall be stitched together on 1.50 inch (38 mm) centers with UV
stabilized polypropylene thread to form a permanent three-dimensional turf reinforcement mat
with a minimum thickness of 0.5 inches (13 mm).Erosion Control Blanket: North American
Green SC 150 consisting of 70 PCT agricultural straw and 30 PCT coconut fiber with a
functional longevity of up to 24 months. The blanket shall be of consistent thickness with the
straw and coconut fiber evenly distributed over the entire area of the mat. The blanket shall be
covered on the top side with a heavyweight photodegradable polypropylene netting having
ultraviolet additives to delay breakdown and an approximate 0.63 x 0.63 IN mesh, and on the
bottom side with a light weight photodegradable polypropylene netting with an approximate
0.50 x 0.50 IN mesh. The blanket shall be sewn together on 1.50 IN centers with degradable
thread. The blanket shall be manufactured with a colored thread stitched along both outer edges
(approximately 2-5 IN from the edge) as an overlap guide for adjacent mats. The SC150 shall
meet type 3.B specification requirements established by the Erosion Control Technology
Council (ECTC) and Federal Highway Administration’s (FHWA) FP-03 Section 713.17.
2.5 WELDED WIRE FORM FACING UNITS
A. Prefabricated black steel 4 IN x 4 IN W4.0 x W4.0 welded wire forms 10 FT long in accordance
with ASTM A82 and ASTM A185.
B. Minimum wire mesh diameter 0.225 IN.
C. 0.243 IN DIA black wire support struts placed on 2.0 FT centers (field adjust as required).
D. Tie wire or cable ties to connect vertical wires of adjacent facing
E. Wire form geometry shall be as detailed in the construction drawings.
2.52.6TRANSPORTATION, HANDLING, AND STORAGE
A. Follow ASTM D4873 for identification, storage and handling of all geosynthetic material.
B. At the time of installation, the Owner or his designee shall reject the geosynthetic reinforcement
if it has defects, tears, punctures, flaws, deterioration, or damage incurred during transportation,
or storage.

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A.C. Transportation of the geosynthetic reinforcement is the responsibility of the
CONTRACTOR Contractor. The CONTRACTOR Contractor shall be liable for all damages to
the materials incurred prior to and during transportation to the site.
B.D. Handling, storage, and care of the geosynthetic reinforcement prior to and following
installation at the site, is the responsibility of the CONTRACTORContractor. The
CONTRACTOR Contractor shall handle, store, and care for the geosynthetic reinforcement in
accordance with the Manufacturer's recommendation. The OWNER Owner shall provide
adequate storage space at the site. The CONTRACTOR Contractor shall be liable for all
damages to the materials incurred prior to final acceptance of the lining system by the OWNER
Owner.
C.E. Material shall be received at the site at least 14 days before the scheduled date of deployment to
allow the CQA Consultant time to collect samples and to perform conformance testing. CQA
Conformance testing of materials shall be performed, and results made available, prior to
shipping to site. Conformance testing of geosynthetics shall be performed in accordance with
ASTM D4354.
2.62.7MANUFACTURING QUALITY CONTROL
A. Quality Control testing shall be performed as part of the manufacturing process. If the
Manufacturer has an established Quality Control program, then documentation describing the
program shall be submitted to the OWNER Owner for review.
Materials shall be tested, at a minimum, according to the following:

Primary Uniaxial Geogrids

TEST METHOD PARAMETER FREQUENCY
ASTM D6637* Tensile Strength @ 2% Strain 15,000 SM (161,000SF)
ASTM D6637* Tensile Strength @ 5% Strain 15,000 SM (161,000SF)
ASTM D6637* Ultimate Tensile Strength 15,000 SM (161,000SF)

Secondary Wrap Face Geogrids

TEST METHOD PARAMETER FREQUENCY
ASTM D6637* Tensile Strength @ 2% Strain 25,000SM (269,000 SF)
ASTM D6637* Tensile Strength @ 5% Strain 25,000SM (269,000 SF)
ASTM D6637* Ultimate Tensile Strength 25,000SM (269,000 SF)
ASTM D4218 Carbon Black Content 25,000SM (269,000 SF)
* No preloading of the specimen shall be allowed. The values reported shall include the entire load-strain curve including the slack
displacement (d) and slack tension (T) and starting from zero tension and zero displacement.
B. The Manufacturer shall certify the quality of the rolls of geosynthetic reinforcement. As a
minimum, the Manufacturer shall provide quality control certificates for each batch of resin and
each shift's production. These quality control certificates shall be signed by responsible parties
employed by the Manufacturer (such as the production manager), and supplied to the OWNER
Owner and ENGINEEREngineer.
C. The quality control certificate shall include:
1. roll numbers and identification;
2. sampling procedures; and
3. results of quality control tests, including a description of test methods used.

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PART 3 - EXECUTION
3.1 FOUNDATION MATERIAL PREPARATION AND FILL PLACEMENT
A. The foundation for the proposed MSE wall consists of either existing undisturbed on-site soils,
previously placed compacted fill, and/or newly placed compacted fill. The subgrade material
shall be graded to the lines and grades shown on the Drawings or as directed by the CQA
Consultant. The structural fill soil shall be examined by the CQA Consultant to verify that the
actual foundation conditions meet the requirements of Section 31 23 00 and this Section. Over-
excavated areas shall be filled with compacted structural fill soil at no additional cost to the
OWNER Owner. Backfill any areas below the groundwater table or in saturated conditions with
pervious graded stone backfill. The foundation material shall be proof rolled prior to placement
of fill or any geosynthetics.
B. Prior to construction of the reinforced wall, the Ccontractor shall clear and grub the reinforced
backfill zone area, removing topsoil, brush, sod, waste, piping, structures, or other organic or
deleterious material if applicable. Any unsuitable soils shall be over-excavated, replaced and
compacted with backfill material to project specifications as required in Section 31 23 00 -
Earthwork or as otherwise directed by the Oowner or Oowner’s representative. The top of
existing fill shall be scarified before installation of additional fill for the MSE wall to obtain a
uniform bond at the interface.
C. The MSE wall subgrade shall be proof-rolled using a loaded truck with 18-kip axle loads,
minimum. The CQA consultant will direct remedial work to the subgrade, if any is required
according to proof-rolling observation. Deformations upon proof-rolling exceeding 2 IN
indicate areas requiring remediation. CQA consultant will confirm that the site has been
properly prepared. The subgrade shall be compacted to a minimum of 95 PCT Standard Proctor
Dry Density in accordance with ASTM D698 and that the design parameters in paragraph 7.0
are appropriate prior to fill or geogrid placement.
D. Fill shall be placed in horizontal layers not exceeding 120 inches in uncompacted thickness for
heavy compaction equipment. Loose lift thickness shall be adjusted as necessary to achieve the
required compacted density throughout the lift. For zones where compaction is accomplished
with hand-operated equipment, fill shall be placed in horizontal layers not exceeding 6 inches in
uncompacted thickness. Only hand-operated equipment shall be allowed within three feet of the
back face of the MSE wall and use a minimum of 3 passes to compact this zone. Do not perform
soil density testing within 3 feet of front face. Use pervious graded stone fill below the
groundwater table or in saturated conditions.
E. Fill materials shall be placed from the back of the welded wire forms toward the ends of the
geogrid to ensure further tensioning.
F. Fill shall be compacted to a minimum of 95% of the maximum dry density as determined in
accordance with ASTM D698 (standard Proctor), at a moisture content no greater than 3
percentage points wet and no less than 3 percentage points dry of optimum as measured in
accordance with ASTM D2922 and ASTM D3017, respectively.
G. Quality control testing and protocols are the Contractor’s responsibility. Quality assurance and
conformance testing methods and frequency, and verification of material specifications will be
the responsibility of the CQA consultant.
H. Welded wire facing shall be erected and maintained during construction to the batter as shown
on the drawings. Individual wire form deformations shall be limited to 2.5 inches at the top and
a bulge of 2 inches, measured from the base of the wire form. The Ccontractor shall provide
alignment control for each course of welded wire forms and make alignment corrections as
necessary.

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I. If excessive deformation occurs as defined by Paragraph H, compaction procedures shall be
modified to provide maximum allowable compaction at the wall face. Also, additional struts
may be required to stiffen the wire face. Contractor shall provide additional struts as necessary.
J. Welded wire forms shall be installed using the correct angle shown on the drawings. The ends
of the wire forms shall be overlapped 4 inches and the wire form joints shall be staggered
vertically. Any protruding wires shall be bent or cut off.
K. A complete set of approved construction drawings and contract specifications shall be on-site at
all times during construction of the MSE wall.
L. Do not place backfill when subgrade is wet or frozen.
3.2 GEOSYNTHETIC REINFORCEMENT INSTALLATION
A. Geogrid shall be placed at the locations and elevations shown on the drawings.
B. Geogrid lengths shall be as shown on the construction drawings. Geogrid lengths are measured
from the front face of the wall, extending to the tail of the geogrids. Reinforced fill zone length
is measured from the front face of the wall, extending to the tail of the geogrids.
C. Geogrid reinforcement shall be continuous throughout their embedment length(s).
D. HDPE uniaxial geogrids may be spliced utilizing the bodkin connection detail. No more than
one splice shall be allowed in any one length of reinforcement and no splices shall be allowed
for geogrids less than 6 feet in length (each). The bodkin connection shall not be placed less
than 6 feet below planned finished grade. The bodkin connection shall not be placed
horizontally or vertically adjacent to another bodkin connection.
E. Tracked construction equipment shall not be operated directly on the geogrid. A minimum
backfill thickness of 6 inches is required for operation of tracked vehicles over the geogrid.
Abrupt turning and pivoting of tracked vehicles shall be avoided to prevent tracks from
displacing the fill and/or the geogrid.
F. Rubber-tired vehicles may pass over HDPE geogrid reinforcement at slow speeds, less than 10
mph. Sudden braking and sharp turning shall be avoided. Geogrid manufactured by other
approved manufacturers shall not be driven over unless an explicit approval to do so, in writing,
is submitted to and approved by Eengineer.
G. Primary uniaxial geogrids shall be rolled out perpendicular to the wall face (in MD) to the limits
shown on the plans. Primary biaxial geogrids shall be rolled out such that the highest strength
direction (MD MD OR XMD) is perpendicular to the wall face.
H. Secondary wrap geogrid shall be overlapped 9 inches at any vertical seams along the face of the
wall.
I. A minimum of 3 inches of fill material shall be required between layers of biaxial and uniaxial
geogrids, unless otherwise shown.
J. Punched and drawn HDPE geogrids can be connected/spliced with a mechanical polymer bar
per the manufacturer’s recommendation. Overlap connections can be used on coated polyester
geogrids. The minimum overlap shall be 6 feet.
K. Any geogrid damaged during installation shall be replaced by the Ccontractor at no additional
cost to the Oowner.
L. Drainage
1. At the end of each workday, the backfill surface shall be graded away from the wall face at
a minimum of 2 percent slope and a temporary soil berm shall be constructed near the wall
crest to prevent surface water runoff from overtopping the wall.
2. At the end of each workday, the backfill surface shall be compacted with a smooth wheel
roller to minimize ponding of water and saturation of the backfill.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
GEOSYNTHETIC REINFORCEMENT – MSE WALL
31 38 40 - 12
3. Permanent surface water diversion shall be required and provided by the Ccontractor.
4. The MSE wall has been designed based on the premise that the reinforced backfill material
is free of subsurface drainage of water (seepage). Subsurface water (seepage) collection and
diversion shall be the responsibility of the Ccontractor. If subsurface water is encountered,
the Eengineer shall be immediately notified.
4.5. Install subdrain at base of reinforced zone of MSE wall at location and in accordance with
detail shown in Drawings. Subdrain shall be installed after clearing/grubbing and subgrade
preparation (excavation, structural fill, proofrolling, remedial measures) are complete and
before geogrid deployment.
M. All geosynthetic reinforcement material shall be restrained from moving out of alignment during
and after placement and backfilling. Alignment shall be maintained by securing each soil
reinforcement strip to the ground with stakes, or anchoring by hand-placing a small quantity of
fill on top of the soil reinforcement prior to general backfilling, or by an alternative method
suggested by the Manufacturer and approved by ENGINEER Engineer.
N. When laying the main soil reinforcement strips, the CONTRACTOR Contractor shall pull the
strips as taut as possible in order to prestress the reinforcement. While holding the main strips
taut, stakes should be driven through the soil reinforcement apertures, or fill should be placed on
top of the strips, in order to hold the soil reinforcement in place and maintain the prestress until
general backfilling permanently anchors the soil reinforcement in place.
O. The CONTRACTOR Contractor shall handle all geosynthetic reinforcement material such that it
is not damaged in any way. The geosynthetic reinforcement material shall be cut using a method
approved by the CQA Consultant.
P. Facing Unit Installation:
1. Place the first course of wire mesh facing units with the horizontal legs resting on the
foundation material.
2. Verify that the first row of facing units is level from end to end and from front-to-back.
3. Overlap the horizontal wire extensions of front faces of adjacent facing units. Tie together
vertical wires of adjacent facing units as required to maintain alignment and prevent escape
of backfill material.
4. Use a string line or equivalent to align straight sections.
5. Place subsequent courses of facing units on previous courses, at a setback, if any, as shown
on shop drawings.
6. Align subsequent courses of facing units using a string line or other suitable method that is
independent of the final position of the underlying course of facing units.
7. Install biaxial geogrid extending 4 FT minimum inward of facing unit and with enough
length overhanging facing unit to cover the 1.5 FT face and 4 FT upper overlap.
8. Install uniaxial geogrid over lower biaxial geogrid and extend to facing unit.
9. Place the erosion control mat inside facing unit and place plantable fill in lifts to dimensions
shown on shop drawings. Compacted lift thickness 9 IN maximum. Seed plantable fill
prior to folding back erosion control mat.
10. Fold over erosion control mat and upper biaxial geogrid overlap onto compacted plantable
fill and backfill.
11. Repeat process for subsequent courses of facing units.
3.3 TEMPORARY TERMINATION BETWEEN PHASE A AND PHASE B WALL
A. Step down layers of geogrid reinforcement and corresponding facing units to provide temporary
ramp to top of Phase A MSE wall as shown on Drawings.
B. Construct width of temporary ramp to dimensions shown on Drawings and to accommodate
required length of geogrid with minimum 5 FT soil buffer on inboard side of geogrid.
C. Do not construct perimeter berm on inboard side of temporary ramp except as shown on
Drawings.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
GEOSYNTHETIC REINFORCEMENT – MSE WALL
31 38 40 - 13
D. Provide minimum 2 FT soil buffer between top layer of geogrid along temporary ramp and top
of access road on ramp.
E. Install warning tape on 5 FT x 5 FT continuous grid 1 FT above top most layer of geogrid along
ramp to assist with uncovering geogrid for future Phase B MSE wall construction.
F. Topsoil, seed, and install erosion control matting on inboard slope of temporary ramp.
3.4 ACCEPTABLE TOLERANCES
A. Maximum differential settlement: 1/50 along the wall and 5 PCT into the wall.
B. Maximum lateral displacement: H/75 where H is the height of the MSE wall.
C. Maximum tilting from bottom to the top of the berm: ¼ IN per 5 FT wall height.
D. Geogrid elevation: +/- 0.1 FT.
E. Geogrid location: +/- 0.5 FT
F. Final grade and location: +/- 0.1 FT.
G. Notify Engineer of Record immediately if any of the above tolerances are exceeded.
3.33.5FIELD QUALITY CONTROL
A. Verify strength parameters on laboratory compacted samples of backfill soils PER ASTM
D4767 at a minimum frequency of one (1) test per 1,000 CY of soil placed.
B. Verify gradation and plasticity of backfill soils per ASTM D2487 and ASTM D4318,
respectively, at a minimum frequency of 1 test per 1,000 CY of soil placed.
B.C. Verify compaction of backfill soils at a minimum frequency of one (1) test per 50 CY of
soil placed per ASTM D1556, ASTM D2167, or ASTM D2922.
D. Verify moisture content of backfill soils at a minimum frequency of one (1) test per 50 CY of
soil placed per ASTM D3017 or ASTM D2216.
E. Verify pH parameters on samples of backfill soils PER AASHTO T 289 at a minimum
frequency of one (1) test per 1,000 CY of soil placed.
C.F. See Section 31 23 00 – Earthwork, for additional soil testing requirements.
G. Perform construction monitoring in accordance with Instrumentation and Monitoring Plan.
END OF SECTION
This page intentionally left blank.

Tensar International Corporation
2500 Northwinds Parkway, Suite 500
Alpharetta, Georgia 30009-2247
Phone: 800-TENSAR-1
www.tensarcorp.com

Tensar International Corporation warrants that at the time of delivery the geogrid
furnished hereunder shall conform to the specification stated herein. Any other
warranty including merchantability and fitness for a particular purpose, are hereby excluded. If the geogrid does not meet the specifications on this page and Tensar is notified prior to installation, Tensar will replace the geogrid at no cost to the customer.
This product specification supersedes all prior specifications for the product described
above and is not applicable to any products shipped prior to February 1, 2013.

Product Specification - Structural Geogrid UX1400MSE

Product Type: Integrally Formed Structural Geogrid
Polymer: High Density Polyethylene
Load Transfer Mechanism: Positive Mechanical Interlock
Recommended Applications: MESA System (Segmental Block Walls), ARES System (Panel Walls),
SierraScape System (Welded Wire Walls)
Product Properties
Index Properties Units MD Values1
 Tensile Strength @ 5% Strain2 kN/m (lb/ft) 31 (2,130)
 Ultimate Tensile Strength2 kN/m (lb/ft) 70 (4,800)
 Junction Strength3 kN/m (lb/ft) 66 (4,520)
 Flexural Stiffness4 mg-cm 730,000
Durability
 Resistance to Long Term Degradation5 % 100
 Resistance to UV Degradation6 % 95
Load Capacity
 Maximum Allowable Strength for 120-year Design Life7 kN/m (lb/ft) 25.6 (1,760)
Recommended Allowable Strength Reduction Factors7
 Minimum Reduction Factor for Installation Damage (RFID)8 1.05
 Reduction Factor for Creep for 120-year Design Life (RFCR) 9 2.60
 Minimum Reduction Factor for Durability (RFD) 1.00 Dimensions and Delivery
The structural geogrid shall be delivered to the jobsite in roll form with each roll individually identified and nominally measuring 1.33
meters (4.36 feet) in width and 76.2 meters (250.0 feet) in length. A typical truckload quantity is 432 rolls.

Notes:
1. Unless indicated otherwise, values shown are minimum average roll values determined in accordance with ASTM D4759-02. Brief descriptions
of test procedures are given in the following notes.
2. True resistance to elongation when initially subjected to a load measured via ASTM D6637-10 Method A without deforming test materials under
load before measuring such resistance or employing "secant" or "offset" tangent methods of measurement so as to overstate tensile properties.
3. Load transfer capability determined in accordance with ASTM D7737-11.
4. Resistance to bending force determined in accordance with ASTM D7748-12, using one meter (minimum) long specimen.
5. Resistance to loss of load capacity or structural integrity when subjected to chemically aggressive environments in accordance with EPA 9090
immersion testing.
6. Resistance to loss of load capacity or structural integrity when subjected to 500 hours of ultraviolet light and aggressive weathering in
accordance with ASTM D4355-05.
7. Reduction factors are used to calculate the geogrid strength available for resisting force in long-term load bearing applications. Allowable
Strength (Tallow) is determined by reducing the ultimate tensile strength (Tult) by reduction factors for installation damage (RFID), creep (RFCR) and
chemical/biological durability (RFD = RFCD RFBD) per GRI-GG4-05 [Tallow = Tult/(RFID RFCR RFD)]. Recommended minimum reduction factors are
based on product-specific testing. Project specifications, standard public agency specifications and/or design code requirements may require
higher reduction factors. Design of the structure in which the geogrid is used, including the selection of appropriate reduction factors and design
life, is the responsibility of the outside licensed professional engineer providing the sealed drawings for the project.
8. Minimum value is based on Installation Damage Testing in Sand, Silt, and Clay soils. Coarser soils require increased RFID values.
9. Reduction Factor for Creep determined for 120-year design life and in-soil temperature of 20 C using standard extrapolation techniques
to creep rupture data obtained following the test procedure in ASTM D5262-04. Actual design life of the completed structure may differ.

Tensar International Corporation reserves the right to change its product specifications at any time. It is the responsibility of the specifier and purchaser to
ensure that product specifications used for design and procurement purposes are current and consistent with the products used in each instance.
This page intentionally left blank.

Tensar International Corporation
2500 Northwinds Parkway, Suite 500
Alpharetta, Georgia 30009-2247
Phone: 800-TENSAR-1
www.tensarcorp.com

Tensar International Corporation warrants that at the time of delivery the geogrid
furnished hereunder shall conform to the specification stated herein. Any other
warranty including merchantability and fitness for a particular purpose, are hereby excluded. If the geogrid does not meet the specifications on this page and Tensar is notified prior to installation, Tensar will replace the geogrid at no cost to the customer.
This product specification supersedes all prior specifications for the product described
above and is not applicable to any products shipped prior to February 1, 2013.

Product Specification - Structural Geogrid UX1600MSE

Product Type: Integrally Formed Structural Geogrid
Polymer: High Density Polyethylene
Load Transfer Mechanism: Positive Mechanical Interlock
Recommended Applications: MESA System (Segmental Block Walls), ARES System (Panel Walls),
SierraScape System (Welded Wire Walls)
Product Properties
Index Properties Units MD Values1
 Tensile Strength @ 5% Strain2 kN/m (lb/ft) 58 (3,980)
 Ultimate Tensile Strength2 kN/m (lb/ft) 144 (9,870)
 Junction Strength3 kN/m (lb/ft) 135 (9,250)
 Flexural Stiffness4 mg-cm 6,000,000
Durability
 Resistance to Long Term Degradation5 % 100
 Resistance to UV Degradation6 % 95
Load Capacity
 Maximum Allowable Strength for 120-year Design Life7 kN/m (lb/ft) 52.7 (3,620)
Recommended Allowable Strength Reduction Factors7
 Minimum Reduction Factor for Installation Damage (RFID)8 1.05
 Reduction Factor for Creep for 120-year Design Life (RFCR) 9 2.60
 Minimum Reduction Factor for Durability (RFD) 1.00 Dimensions and Delivery
The structural geogrid shall be delivered to the jobsite in roll form with each roll individually identified and nominally measuring 1.33
meters (4.36 feet) in width and 61.0 meters (200.0 feet) in length. A typical truckload quantity is 216 rolls.

Notes:
1. Unless indicated otherwise, values shown are minimum average roll values determined in accordance with ASTM D4759-02. Brief descriptions
of test procedures are given in the following notes.
2. True resistance to elongation when initially subjected to a load measured via ASTM D6637-10 Method A without deforming test materials under
load before measuring such resistance or employing "secant" or "offset" tangent methods of measurement so as to overstate tensile properties.
3. Load transfer capability determined in accordance with ASTM D7737-11.
4. Resistance to bending force determined in accordance with ASTM D7748-12, using one meter (minimum) long specimen.
5. Resistance to loss of load capacity or structural integrity when subjected to chemically aggressive environments in accordance with EPA 9090
immersion testing.
6. Resistance to loss of load capacity or structural integrity when subjected to 500 hours of ultraviolet light and aggressive weathering in
accordance with ASTM D4355-05.
7. Reduction factors are used to calculate the geogrid strength available for resisting force in long-term load bearing applications. Allowable
Strength (Tallow) is determined by reducing the ultimate tensile strength (Tult) by reduction factors for installation damage (RFID), creep (RFCR) and
chemical/biological durability (RFD = RFCD RFBD) per GRI-GG4-05 [Tallow = Tult/(RFID RFCR RFD)]. Recommended minimum reduction factors are
based on product-specific testing. Project specifications, standard public agency specifications and/or design code requirements may require
higher reduction factors. Design of the structure in which the geogrid is used, including the selection of appropriate reduction factors and design
life, is the responsibility of the outside licensed professional engineer providing the sealed drawings for the project.
8. Minimum value is based on Installation Damage Testing in Sand, Silt, and Clay soils. Coarser soils require increased RFID values.
9. Reduction Factor for Creep determined for 120-year design life and in-soil temperature of 20 C using standard extrapolation techniques
to creep rupture data obtained following the test procedure in ASTM D5262-04. Actual design life of the completed structure may differ.

Tensar International Corporation reserves the right to change its product specifications at any time. It is the responsibility of the specifier and purchaser to
ensure that product specifications used for design and procurement purposes are current and consistent with the products used in each instance.
This page intentionally left blank.

Tensar International Corporation
2500 Northwinds Parkway, Suite 500
Alpharetta, Georgia 30009-2247
Phone: 800-TENSAR-1
www.tensarcorp.com

Tensar International Corporation warrants that at the time of delivery the geogrid
furnished hereunder shall conform to the specification stated herein. Any other
warranty including merchantability and fitness for a particular purpose, are hereby excluded. If the geogrid does not meet the specifications on this page and Tensar is notified prior to installation, Tensar will replace the geogrid at no cost to the customer.
This product specification supersedes all prior specifications for the product described
above and is not applicable to any products shipped prior to February 1, 2013.

Product Specification - Structural Geogrid UX1700MSE

Product Type: Integrally Formed Structural Geogrid
Polymer: High Density Polyethylene
Load Transfer Mechanism: Positive Mechanical Interlock
Recommended Applications: MESA System (Segmental Block Walls), ARES System (Panel Walls),
SierraScape System (Welded Wire Walls)
Product Properties
Index Properties Units MD Values1
 Tensile Strength @ 5% Strain2 kN/m (lb/ft) 75 (5,140)
 Ultimate Tensile Strength2 kN/m (lb/ft) 175 (11,990)
 Junction Strength3 kN/m (lb/ft) 160 (10,970)
 Flexural Stiffness4 mg-cm 9,075,000
Durability
 Resistance to Long Term Degradation5 % 100
 Resistance to UV Degradation6 % 95
Load Capacity
 Maximum Allowable Strength for 120-year Design Life7 kN/m (lb/ft) 64.1 (4,390)
Recommended Allowable Strength Reduction Factors7
 Minimum Reduction Factor for Installation Damage (RFID)8 1.05
 Reduction Factor for Creep for 120-year Design Life (RFCR) 9 2.60
 Minimum Reduction Factor for Durability (RFD) 1.00 Dimensions and Delivery The structural geogrid shall be delivered to the jobsite in roll form with each roll individually identified and nominally measuring 1.33
meters (4.36 feet) in width and 61.0 meters (200.0 feet) in length. A typical truckload quantity is 144 rolls.
Notes:
1. Unless indicated otherwise, values shown are minimum average roll values determined in accordance with ASTM D4759-02. Brief descriptions
of test procedures are given in the following notes.
2. True resistance to elongation when initially subjected to a load measured via ASTM D6637-10 Method A without deforming test materials under
load before measuring such resistance or employing "secant" or "offset" tangent methods of measurement so as to overstate tensile properties.
3. Load transfer capability determined in accordance with ASTM D7737-11.
4. Resistance to bending force determined in accordance with ASTM D7748-12, using one meter (minimum) long specimen.
5. Resistance to loss of load capacity or structural integrity when subjected to chemically aggressive environments in accordance with EPA 9090
immersion testing.
6. Resistance to loss of load capacity or structural integrity when subjected to 500 hours of ultraviolet light and aggressive weathering in
accordance with ASTM D4355-05.
7. Reduction factors are used to calculate the geogrid strength available for resisting force in long-term load bearing applications. Allowable
Strength (Tallow) is determined by reducing the ultimate tensile strength (Tult) by reduction factors for installation damage (RFID), creep (RFCR) and
chemical/biological durability (RFD = RFCD RFBD) per GRI-GG4-05 [Tallow = Tult/(RFID RFCR RFD)]. Recommended minimum reduction factors are
based on product-specific testing. Project specifications, standard public agency specifications and/or design code requirements may require
higher reduction factors. Design of the structure in which the geogrid is used, including the selection of appropriate reduction factors and design
life, is the responsibility of the outside licensed professional engineer providing the sealed drawings for the project.
8. Minimum value is based on Installation Damage Testing in Sand, Silt, and Clay soils. Coarser soils require increased RFID values.
9. Reduction Factor for Creep determined for 120-year design life and in-soil temperature of 20 C using standard extrapolation techniques
to creep rupture data obtained following the test procedure in ASTM D5262-04. Actual design life of the completed structure may differ.

Tensar International Corporation reserves the right to change its product specifications at any time. It is the responsibility of the specifier and purchaser to
ensure that product specifications used for design and procurement purposes are current and consistent with the products used in each instance.
This page intentionally left blank.
Tensar International Corporation
2500 Northwinds Pkwy, Suite 500Alpharetta, Georgia 30009Phone: 800-TENSAR-1www.tensarcorp.com
Tensar International Corporation warrants that at the time of delivery the geogridfurnished hereunder shall conform to the specification stated herein. Any other warrantyincluding merchantability and fitness for a particular purpose, are hereby excluded. If thegeogrid does not meet the specifications on this page and Tensar is notified prior toinstallation, Tensar will replace the geogrid at no cost to the customer.
This product specification supersedes all prior specifications for the product described above and is notapplicable to any products shipped prior to February 1, 2013.
Product Specification -Biaxial Geogrid BX1120
Product Type:Integrally Formed Biaxial GeogridPolymer:PolypropyleneLoad Transfer Mechanism:Positive Mechanical InterlockPrimary Applications:SierraScape System, ADD3 System (Exposed Wall Face Wrap)
Product Properties
Index Properties Units MD Values1 XMD Values1
Aperture Dimensions2 mm (in)25 (1.0)33 (1.3)
Minimum Rib Thickness2 mm (in)0.76 (0.03)0.76 (0.03)
Tensile Strength @ 2% Strain3 kN/m (lb/ft)4.1 (280)6.6 (450)
Tensile Strength @ 5% Strain3 kN/m (lb/ft)8.5 (580)13.4 (920)
Ultimate Tensile Strength3 kN/m (lb/ft)12.4 (850)19.0 (1,300)
Carbon Black Content %2.0
Structural Integrity
Junction Efficiency4 %93
Flexural Stiffness5 mg-cm 250,000
Aperture Stability6 m-N/deg 0.32
Durability
Resistance to Installation Damage7 %SC / %SW / %GP 95 / 93 / 90
Resistance to Long Term Degradation8 %100
Resistance to UV Degradation9 %100
Dimensions and DeliveryThe biaxial geogrid shall be delivered to the jobsite in roll form with each roll individually identified and nominally measuring 3.0 meters (9.8 feet) or 4.0meters (13.1 feet) in width and 50.0 meters (164 feet) in length. A typical truckload quantity is 260 to 350 rolls
Notes
1.Unless indicated otherwise, values shown are minimum average roll values determined in accordance with ASTM D4759-02.Briefdescriptions of test procedures are given in the following notes.
2.Nominal dimensions.3.Determined in accordance with ASTM D6637-10 Method A.4.Load transfer capability determined in accordance with ASTM D7737-11.5.Resistance to bending force determined in accordance with ASTM D7748-12, using specimens of width two ribs wide, with transverseribs cut flush with exterior edges of longitudinal ribs, and of length sufficiently long to enable measurement of the overhang dimension.6.Resistance to in-plane rotational movement measured by applying a 20 kg-cm (2 m-N) moment to the central junction of a 9 inch x 9
inch specimen restrained at its perimeter in accordance with GRI GG9.7.Resistance to loss of load capacity or structural integrity when subjected to mechanical installation stress in clayey sand (SC), well
graded sand (SW), and crushed stone classified as poorly graded gravel (GP). The geogrid shall be sampled in accordance withASTM D5818 and load capacity shall be determined in accordance with ASTM D6637.8.Resistance to loss of load capacity or structural integrity when subjected to chemically aggressive environments in accordance with
EPA 9090 immersion testing.9.Resistance to loss of load capacity or structural integrity when subjected to 500 hours of ultraviolet light and aggressive weathering inaccordance with ASTM D4355-05.
Tensar International Corporation reserves the right to change its product specifications at any time. It is the responsibility of the specifier and purchaserto ensure that product specifications used for design and procurement purposes are current and consistent with the products used in each instance.
This page intentionally left blank.
EC_RMX_MPDS_ESC150_6.13
©2017, North American Green is a registered trademark. Certain products and/or applications
described or illustrated herein are protected under one or more U.S. patents. Other U.S.
patents are pending, and certain foreign patents and patent applications may also exist.
Trademark rights also apply as indicated herein. Final determination of the suitability of any
information or material for the use contemplated, and its manner of use, is the sole
responsibility of the user. Printed in the U.S.A.
North American Green5401 St. Wendel-Cynthiana RoadPoseyville, Indiana 47633
nagreen.com800-772-2040
DESCRIPTION
The extended-term double net erosion control blanket shall be a
machine-produced mat of 70% agricultural straw and 30% coconut
fiber with a functional longevity of up to 24 months. (NOTE: functional
longevity may vary depending upon climatic conditions, soil, geograph-
ical location, and elevation). The blanket shall be of consistent
thickness with the straw and coconut evenly distributed over the
entire area of the mat. The blanket shall be covered on the top side
with a heavyweight photodegradable polypropylene netting having
ultraviolet additives to delay breakdown and an approximate 0.63 x
0.63 in (1.59 x 1.59 cm) mesh, and on the bottom side with a light-
weight photodegradable polypropylene netting with an approximate
0.50 x 0.50 (1.27 x 1.27 cm) mesh. The blanket shall be sewn together
on 1.50 inch (3.81 cm) centers with degradable thread. The blanket shall
be manufactured with a colored thread stitched along both outer
edges (approximately 2-5 inches [5-12.5 cm] from the edge) as an
overlap guide for adjacent mats.
The SC150 shall meet Type 3.B specification requirements established
by the Erosion Control Technology Council (ECTC) and Federal Highway
Administration’s (FHWA) FP-03 Section 713.17
Material Content
Matrix 70% Straw Fiber
30% Coconut Fiber
0.35 lbs/sq yd (0.19 kg/sm)
0.15 lbs/sq yd (0.08 kg/sm)
Netting
Top: Heavyweight
photodegradable
with UV additives
Bottom: lighweight
photodegradable
3 lbs/1000 sq ft (1.47 kg/100 sm)
1.5 lb/1000 sq ft (0.73 kg/100 sm)
Thread Degradable
Standard Roll Sizes
Width 6.67 ft (2.03 m)8 ft (2.4 m)16.0 ft (4.87 m)
Length 108 ft (32.92 m)112 ft (34.14 m)108 ft (32.92 m)
Weight ± 10%44 lbs (19.95 kg)55 lbs (24.95 kg)105.6 lbs (47.9 kg)
Area 80 sq yd (66.9 sm)100 sq yd (83.61 sm)192 sq yd (165.6 sm)
Index Property Test Method Typical
Thickness ASTM D6525 0.35 in. (8.89 mm)
Resiliency ECTC Guidelines 75%
Water Absorbency ASTM D1117 342%
Mass/Unit Area ASTM D6475 7.87 oz/sy (267.6 g/sm)
Swell ECTC Guidelines 30%
Smolder Resistance ECTC Guidelines Yes
Stiffness ASTM D1388 1.11 oz-in
Light Penetration ASTM D6567 6.2%
Tensile Strength - MD ASTM D6818 362.4 lbs/ft
(5.37 kN/m)
Elongation - MD ASTM D6818 29.4%
Tensile Strength - TD ASTM D6818 136.8 lbs/ft
(2.03 kN/m)
Elongation - TD ASTM D6818 27.6%
Biomass Improvement ASTM D7322 481%
Design Permissible Shear Stress
Unvegetated Shear Stress 2.00 psf (96 Pa)
Unvegetated Velocity 8.0 fps (2.44 m/s)
Slope Design Data: C Factors
Slope Gradients (S)
Slope Length (L)≤ 3:1 3:1 – 2:1 ≥ 2:1
≤ 20 ft (6 m)0.001 0.048 0.100
20-50 ft 0.051 0.079 0.145
≥ 50 ft (15.2 m)0.10 0.110 0.190
NTPEP Large-Scale Slope ASTM D6459 - C-factor = 0.031
Roughness Coefficients – Unveg.
Flow Depth Manning’s n
≤ 0.50 ft (0.15 m)0.050
0.50 – 2.0 ft 0.050-0.018
≥ 2.0 ft (0.60 m)0.018
Specification Sheet – EroNet™ SC150® Erosion Control Blanket
This page intentionally left blank.
Project: Standard Slope Installation Recommendations RollMax RECPs, VMax TRMs
Shown: Perspective View, Some Fasteners and Vegetation Omitted for Clarity- NTS
Date: 3/24/20
Revision: 0
Drawings: 1/3
1.Prepare soil before installing rolled erosion control
products (RECPs), including any necessary application
of lime, fertilizer, and seed. Ground surface must be
free of debris, rocks, clay clods and raked smooth
sufficient to allow intimate contact of the RECP with
the soil over the entirety of the installation.
2.Begin at the top of the slope by anchoring the RECPs
in a 6" (15 cm) deep X 6" (15 cm) wide trench.
Anchor the RECPs with a row of staples/stakes/pins
spaced at ST apart in the bottom of the trench.
Backfill and compact the trench after stapling and
fold the roll over downslope. Secure RECPs over
compacted soil with a row of staples/stakes/pins
spaced at ST apart across the width of the RECPs.
3.Roll the RECPs (A) down or (B) horizontally across the
slope. RECPs will unroll with appropriate side against
the soil surface. All RECPs must be securely fastened
to soil surface by placing staples/stakes/pins in
appropriate locations as shown in the staple pattern
guide. RollMax RECPs and ECBs should utilize Staple
Pattern C, TRMs and VMax materials should utilize
Staple Pattern D.
4.The edges of parallel RECPs must be stapled with
approximately 4" - 6" (10 - 15 cm) overlap.
5.Consecutive RECPs spliced down the slope must
overlapped with the upstream mat atop the
downstream mat (shingle style). The overlap should
be 4" - 6" (10 - 15 cm).
6.At the terminal end, secure each mat across the
width with a row of staples/stakes/pins spaced at ST.
If exposed to flow, foot traffic, wind uplift or other
disruption, trench the terminal end in as shown in
detail.
7.Fasteners should provide a minimum of twenty
pounds of pullout resistance. Six-inch (10 cm) X
one-inch (2.5 cm) eleven gauge staples are typically
adequate. In loose soils, longer staples may be
necessary, twist pins can provide the greatest pullout
resistance. In hard or rocky soils, straight pins may by
used where staples or twist pins are refused, provided
the minimum pullout requirements are met.
Bio-degradable fasteners shall not be used with VMax
(TRM) or TMax (HPTRM) materials.
3B
4
2
5
1
3A
4"- 6"
(10 - 15cm)
6"
(15 cm)
12" (30 cm)
4"- 6"
(10 - 15cm)
Instructions
6
12" (30 cm)
6"
(15 cm)
6" (15 cm)
Staple Pattern
Guide
Unroll
Direction
ST
ST
ST
Pin / Staple / Twist Pin, as
appropriate for field conditions
Staple Pattern
Dimension C D
WT 30" (75 cm)24" (60 cm)
LT 30" (75 cm)20" (50 cm)
ST 18" (45 cm)18" (45 cm)
Nominal
Frequency 1.7 / SY 3.0 / SY
Application ECB
(Degradable)
TRM
(Permanent)
*Note: Staple Pattern A and B used prior to 8/2019
have been discontinued.
4 - 6"
10 - 15 cmPlan View
Roll Overlap
WT LTUpper Roll
Underneath
Roll
Project: Standard Channel Installation Recommendations RollMax RECPs, VMax TRMs
Shown: Perspective View, Some Fasteners and Vegetation Omitted for Clarity- NTS
Date: 3/24/20
Revision: 0
Drawings: 2/3
Instructions
1.Prepare soil before installing rolled erosion control
products (RECPs), including any necessary application of
lime, fertilizer, and seed. Ground surface must be free of
debris, rocks, clay clods and raked smooth sufficient to
allow intimate contact of the RECP with the soil over the
entirety of the installation.
2.Begin at the top of the channel by anchoring the RECPs in
a 6" (15 cm) deep X 6" (15 cm) wide trench with
approximately 12" (30 cm) of RECPs extended beyond the
up-slope portion of the trench. Use ShoreMax mat at the
channel/culvert outlet as supplemental scour protection
as needed. Anchor the RECPs with a row of
staples/stakes/pins approximately 12" (30 cm) apart in
the bottom of the trench. Backfill and compact the
trench after stapling. Apply seed to the compacted soil
and fold the remaining 12" (30 cm) portion of RECPs back
over the seed and compacted soil. Secure RECPs over
compacted soil with a row of staples/stakes/pins
spaced approximately 12" (30 cm) apart across the width
of the RECPs.
3.Roll center RECPs in direction of water flow in bottom of
channel. RECPs will unroll with appropriate side against
the soil surface. All RECPs must be securely fastened to
soil surface by placing staples/stakes/pins in appropriate
locations as shown in the staple pattern guide.
4.Place consecutive RECPs end-over-end (Shingle style) with
a 4"- 6" (10 - 15 cm) overlap. Use a double row of staples
staggered 4" apart and 4" on center to secure RECPs.
5.Full length edge of RECPs at top of side slopes must be
anchored with a row of staples/stakes/pins spaced at STapart in a 6" (15 cm) deep X 6"(15 cm) wide trench.
Backfill and compact the trench after stapling.
6.Adjacent RECPs must be overlapped approximately 4"- 6"
(10 - 15 cm) and secured with staples/stakes/pins at ST.
7.In high flow channel applications a staple check slot is
recommended at 30 to 40 foot (9 -12m) intervals. Use a
double row of staples staggered 6" (15 cm) apart and 12"
(30 cm) on center over entire width of the channel.
8.The terminal end of the RECPs must be anchored with a
row of staples/stakes/pins spaced at ST apart in a 6" (15
cm) deep X 6" (15 cm) wide trench. Backfill and compact
the trench after stapling.
9.Fasteners should provide a minimum of twenty pounds of
pullout resistance. Six-inch (10 cm) X one-inch (2.5 cm)
eleven gauge staples are typically adequate. In loose
soils, longer staples may be necessary, twist pins can
provide the greatest pullout resistance. In hard or rocky
soils, straight pins may by used where staples or twist pins
are refused, provided the minimum pullout requirements
are met. Bio-degradable fasteners shall not be used with
VMax (TRM) or TMax (HPTRM) materials.
6
2
4
12" (30 cm)
6"
(15 cm)
6" (15 cm)
4"-6"
(10-15cm)
6"
(15 cm)
5 7
6" (15cm)
3
1
A
B C
A
B C
NOTES:
*Horizontal staple spacing should be altered if necessary to allow staples to secure the critical points along the channel surface.
CRITICAL POINTS
A. Overlaps and Seams
B. Projected Water Line
C. Channel Bottom/Side Slope Vertices
12" (30cm)
4"- 6"
(10 - 15cm)
8
6" (15 cm)
6"
(15cm)
12"(30 cm)
Staple Pattern
Guide
Staple Pattern
Dimension E
WT 20" (50 cm)
LT 20" (50 cm)
ST 18" (45 cm)
Nominal
Frequency 3.8 / SY
12" (30 cm)
Unroll
Direction
ST
ST
ST
Pin / Staple / Twist Pin, as
appropriate for field conditions
4 - 6"
10 - 15 cmPlan View
Roll Overlap
WT LTUpper Roll
Underneath
Roll
Project: Standard Shoreline/Channel Bank Installation Recommendations RollMax RECPs, VMax TRMs
Shown: Perspective View, Some Fasteners and Vegetation Omitted for Clarity- NTS
Date: 3/24/20
Revision: 0
Drawings: 3/3
1.For easier installation, lower water level from Level A
to Level B before installation.
2.Prepare soil before installing rolled erosion control
products (RECPs), including any necessary application
of lime, fertilizer, and seed. Ground surface must be
free of debris, rocks, clay clods and raked smooth
sufficient to allow intimate contact of the RECP with
the soil over the entirety of the installation.
3.Begin at the top of the shoreline by anchoring the
RECPs in a 6" (15 cm) deep X 6" (15 cm) wide trench.
Anchor the RECPs with a row of staples/stakes/pins
spaced at ST apart in the bottom of the trench.
Backfill and compact the trench after stapling.
4.Roll RECPs either (A) down the shoreline for long
banks (top to bottom) or (B) horizontally across the
shoreline slope. RECPs will unroll with appropriate
side against the soil surface. VMax TRMs should
always be installed parallel to flow. All RECPs must be
securely fastened to soil surface by placing
staples/stakes/pins in appropriate locations as shown
in the staple pattern guide.
5.The edges of all horizontal and vertical seams must be
stapled with approximately 4" - 6" (10 - 15 cm)
overlap. Note: *In streambank applications, seam
overlaps should be shingled in the predominant flow
direction.
6.The edges of the RECPs at or below normal water
level must be anchored by placing the RECP's in a 12"
(30 cm) deep X 6" (15 cm) wide anchor trench.
Anchor the RECPs with a row of staples/stakes/pins
spaced approximately 12"(30cm) apart in the trench.
Backfill and compact the trench after stapling (stone
or soil may be used as backfill). For installation at or
below normal water level, use of ShoreMax mat on
top of the RECP or geotextile underneath is likely
required for sections below the normal water line.
7.Fasteners should provide a minimum of twenty
pounds of pullout resistance. Six-inch (10 cm) X
one-inch (2.5 cm) eleven gauge staples are typically
adequate. In loose soils, longer staples may be
necessary, twist pins can provide the greatest pullout
resistance. In hard or rocky soils, straight pins may by
used where staples or twist pins are refused, provided
the minimum pullout requirements are met.
Bio-degradable fasteners shall not be used with VMax
(TRM) or TMax (HPTRM) materials.
4A
5
3
6
2
1 LEVEL B
LEVEL A
4B
12" (30 cm)
6"
(15 cm)
6" (15 cm)
4"- 6"
(10 - 15cm)
12" (30 cm)
12"
(30 cm)
6" (15 cm)
Staple Pattern
Guide
Instructions
Staple Pattern
Dimension E
WT 20" (50 cm)
LT 20" (50 cm)
ST 18" (45 cm)
Nominal
Frequency 3.8 / SY
Unroll
Direction
ST
ST
ST
Pin / Staple / Twist Pin, as
appropriate for field conditions
4 - 6"
10 - 15 cmPlan View
Roll Overlap
WT LTUpper Roll
Underneath
Roll
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HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
TOPSOILING AND FINISHED GRADING
32 91 13 - 1
SECTION 32 91 13
TOPSOILING AND FINISHED GRADING
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Topsoiling and finished grading.
B. Related Specification Sections include but are not necessarily limited to:
1. Division 00 - Procurement and Contracting Requirements.
2. Division 01 - General Requirements.
3. Section 31 10 00 - Site Clearing.
4. Section 31 23 00 - Earthwork.
5. Section 31 25 00 - Soil Erosion and Sediment Control.
6. Section 32 92 00 - Seeding, Sodding and Landscaping.
C. Location of Work: All disturbed areas within limits of grading that are required to be vegetated
and areas outside of limits of grading that are disturbed and were previously vegetated. Does not
include areas within lined limits of landfilland all areas outside limits of grading which are
disturbed in the course of the work.
1.2 SUBMITTALS
A. Shop Drawings:
1. Information regarding sources of off-site topsoil.See Specification Section 01 33 00 for
requirements for the mechanics and administration of the submittal process.
2. Project Data: Test reports for furnished topsoil.
1.3 SITE CONDITIONS
A. Verify amount of topsoil stockpiled and determine amount of additional topsoil, if necessary to
complete work.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Topsoil:
1. Original surface soil typical of the area.
2. Existing topsoil stockpiled under Specification Section 31 10 00.
3. Friable, loamy soil capable of supporting native plant growth.
2.2 TOLERANCES
A. Finish Grading Tolerance: ±0.1 FT from required elevations.
PART 3 - EXECUTION
3.1 PREPARATION
A. Correct, adjust and/or repair rough graded areas.
1. Cut off mounds and ridges.
2. Fill gullies and depressions.
3. Perform other necessary repairs.
4. Bring all sub-grades to specified contours, even and properly compacted.
B. Loosen surface to depth of 2 IN, minimum.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
TOPSOILING AND FINISHED GRADING
32 91 13 - 2
C. Remove all stones and debris over 2 IN in any dimension.
3.2 ROUGH GRADE REVIEW
A. Reviewed by Engineer in Specification Section 31 10 00.
3.3 PLACING TOPSOIL
A. Do not place when subgrade is wet or frozen enough to cause clodding.
B. Spread and lightly compact to a depth of 4 IN for all disturbed earth areas except for landfill
final cap which requires a minimum depth of 6 IN..
C. If topsoil stockpiled is less than amount required for work, furnish additional topsoil at no cost to
Owner.
D. Provide finished surface free of stones, sticks, or other material [1] [3/8] [3/4] IN or more in any
dimension.
E. Provide finished surface smooth and true to required grades.
F. Restore stockpile area to condition of rest of finished work.
3.4 ACCEPTANCE
A. Upon completion of topsoiling, obtain Engineer's acceptance of grade and surface.
B. Make test holes where directed to verify proper placement and thickness of topsoil.
END OF SECTION

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
PRECAST CONCRETE UTILITY STRUCTURES
33 05 15 - 1
SECTION 33 05 15
PRECAST CONCRETE UTILITY STRUCTURES
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Precast concrete utility structures, non-circular in plan, and appurtenant items.
a. Valve and meter vaults.
a.b. Drainage structures.
2. Design and fabrication of precast concrete utility structures.
B. Related Specification Sections include but are not necessarily limited to:
1. Division 00 - Procurement and Contracting Requirements.
2. Division 01 - General Requirements.
3. Section 08 31 00 - Access Doors.
4. Section 09 96 00 - High Performance Industrial Coatings.
5.3. Section 31 23 00 - Earthwork.
6. Section 33 05 16 - Precast Concrete Manhole Structures.
1.2 QUALITY ASSURANCE
A. Referenced Standards:
1. ASTM International (ASTM):
a. C857, Standard Practice for Minimum Design Loading for Underground Precast
Concrete Utility Structures.
b. C858, Standard Specification for Underground Precast Concrete Utility Structures.
c. C890, Standard Practice for Minimum Structural Design Loading for Monolithic or
Sectional Precast Concrete Water and Wastewater Structures.
d. C990, Standard Specification for Joints for Concrete Pipe, Manholes, and Precast Box
Sections Using Preformed Flexible Joint Sealants.
e. D1227, Standard Specification for Emulsified Asphalt Used as a Protective Coating for
Roofing.
1.3 SUBMITTALS
A. Shop Drawings:
1. See Specification Section 01 33 00 for requirements for the mechanics and administration of
the submittal process.
2.1. Product technical data including:
a. Acknowledgement that products submitted meet requirements of standards referenced.
b. Manufacturer's installation instructions.
3.2. Concrete mix design(s):
a. Include submittal information defined in Specification Section [03 31 30] [03 00 05].
b.a. Certification in accordance with ASTM C858, Section 12.
4.3. Fabrication and/or layout drawings:
a. Include detailed diagrams of utility structures showing typical components and
dimensions, reinforcement, and other details.
b. Itemize, on separate schedule, elevations or sectional breakdown of each utility
structure with all components and refer to drawing identification number or notation.
c. Indicate required penetration details for all piping entering each structure.
5.4. Drawings and calculations: All Drawings, including layout drawings, certifications and
calculations shall be sealed by a Professional Engineer registered in the state where the
project is located.
a. Provide certification stating that calculations provided have been prepared specifically
for this Project and that they match and pertain to the Shop Drawings provided.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
PRECAST CONCRETE UTILITY STRUCTURES
33 05 15 - 2
b. Provide a summary document as part of the above certification listing the design
criteria used for precast design including:
1) Codes and standards.
2) Soil load.
3) Exterior groundwater load.
4) Live loads.
5) Other loads.
6.5. Test Reports:
a. Copies of source quality control tests, including compressive strength and air content,
for units provided.
1.4 SITE CONDITIONS
A. Design groundwater elevation for precast structure design shall be the 100-year flood elevation
shown on the Contract Documents.
1. If the 100-year flood elevation is not shown on the Contract Documents, the design
groundwater elevation shall be equal to the ground surface elevation at the structure.
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. Subject to compliance with the Contract Documents, the following manufacturers are
acceptable:
1. Access doors:
a. Conform to requirements of Specification Section 08 31 00.
2. Manhole rings, covers and frames:
a. Conform to requirements of Specification Section [33 05 16] for nonpressure type
frames.
3.1. Premolded joint sealant:
a. NPC Bidco, Inc., C-56.
b. Ram-Nek, Henry Co.
c. EZ-Stik, Press-Seal Gasket Corp.
d. CS-102, Conseal.
4.2. Elastomeric joint seals:
a. Kent Seal.
5.3. External joint wrap.
a. NPC, Bidco, Inc.
b. EZ-Wrap, Press-Seal Gasket Corp.
c. RUBR-Nek, Henry Co.
6.4. Emulsified fibrated asphalt compound:
a. Sonneborn Hydrocide 700B Semi-Mastic.
B. Submit request for substitution in accordance with Specification Section 01 25 13.
2.2 PRECAST UTILITY STRUCTURE COMPONENTS
A. Provide utility structures with interior dimensions as shown on the Drawings.
B. Provide the following components for each utility structure:
1. Precast base section with integral or cast in place base slab.
2. Precast wall section(s).
3. Precast flat top.
a. Where reinforcement is shown for top slab, furnish slab with reinforcing as designed,
but not less than reinforcing shown on Drawings.
C. Provide openings and appurtenances as shown on Drawings.
1. Access doors:
a. Cast access doors into top slab.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
PRECAST CONCRETE UTILITY STRUCTURES
33 05 15 - 3
b. Where access door frames have drainage channels, cast PVC drain lines in top slab to
drain location shown on Drawings. If no drain location is shown, drain frames to outer
edge of top slab.
c. Protect doors and frames from damage during concrete placement and shipping.
d. See Specification Section 08 31 00.
2. Manhole frames and covers:
a. Furnish and install in accordance with Specification Section 33 05 16.
b. Cast frames into top slab.
D. Concrete:
1. Conform to requirements of Specification Section [03 31 30] [03 00 05].
2.1. Conform to requirements of ASTM C858, where stricter than Specification Section [03 31
30] [03 00 05].
a. Minimum 28-day compressive strength 4500 PSI.
b. All portions of precast utility structure are considered to be exposed to freeze-thaw
cycles.
E. Joints:
1. Joints of precast riser and top sections:
a. Preformed flexible joint sealants: ASTM C990.
b. Exterior joint wrap.
2. Pipe and conduit entry for utility structures.
a. Resilient O-ring gaskets manufactured from natural or synthetic materials complying
with ASTM C923, of suitable cross section and size to meet specified infiltration or
exfiltration requirements.
b. In accordance with Specification Section 01 73 20.
F. Coatings:
1. Vertical wall surfaces:
a. Emulsified fibrated asphalt compound meeting ASTM D1227 Type I for all vertical
wall exterior surfaces.
2.3 DESIGN
A. General Design Requirements:
1. Design precast units and appurtenances in accordance with ASTM C858.
a. Notify Engineer and furnish cast-in-place structures if sizes of precast utility structures
shown on Drawings can not be designed or fabricated.
B. Design loads:
1. Design precast units for all loads and load cases described in ASTM C857, with the
following values and selections:
a. Minimum uniform live load for exposed roof slabs shall be [150] PSF.
b. Wheel loads shall be considered.
1) Use wheel load designation [A-16 (HS20-44)] as shown in ASTM C857, Table 1.
2) Wheel loads and uniform live load do not act concurrently.
c. Unit weight of soil W shall be taken as no less than [100] 115 LB/CUFT.
d. Minimum lateral soil pressure coefficient (K0): [0.50].
C. Specific Design Requirements:
1. Out-of-plane shear:
a. Out-of-plane shear shall be shown in the calculations.
b. Wall thickness shall be determined based on meeting design requirements for out-of-
plane shear resulting from soil and groundwater loads.
c. Wall sections shall be designed as one-way spans between corners for calculation of
out-of-plane shear. Transfer of shear or bending load shall not be considered to be
transferred across joints between precast units or between walls and slabs, unless unit as
integrally cast together.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
PRECAST CONCRETE UTILITY STRUCTURES
33 05 15 - 4
d. Use of shear steel reinforcement to increase out-of-plane shear capacity shall be
prohibited.
2. The distribution of moments in adjacent walls of different lengths in rectangular structures
shall be considered.
3. Design precast units taking into account reduced cross section at openings and penetrations.
4. Structure shall be checked for buoyancy.
a. The minimum factor of safety for uplift with the design groundwater elevation shall be
1.25, unless a larger factor of safety is required by the local governing body or building
code.
b. The minimum factor of safety for uplift at the fully submerged condition shall be no
less than [1.0].
c. If the buoyant weight of soil above base slab extensions beyond the external
dimensions of the structure is used to resist uplift, the volume of soil considered to
resist uplift shall be limited to soil within the vertical projection of the edge of the base
slab extensions.
PART 3 - EXECUTION
3.1 PRECAST UTILITY STRUCTURE CONSTRUCTION
A. General:
1. Prepare subgrade for base as required by Specification Section [31 23 00] [31 23 10].
a. For precast base slabs, place and compact 6 IN of Granular Fill or Bedding Material as
shown on Drawings.
b. For cast-in-place concrete base slabs, support base section and prepare bottom joint
with preformed strip-type hydrophilic waterstop in accordance with Specification
Section [03 31 31] [03 00 05].
c. Confirm that base is level and fully supported by stable material.
2. For structures with open pipe flow, make inverts in accordance with Section 33 05 16.
3.2. Ensure accurate vertical placement and leveling prior to placement of interior grout.
a. Provide vertical alignment tolerance of maximum 1 IN horizontal to 10 FT vertical.
B. Build each structure to dimensions shown on plans and at such elevation that pipe sections built
into wall of structure will be true line of pipe extensions.
C. For all horizontal mating surfaces between precast concrete units, apply premolded flexible joint
sealant to clean mating surfaces in accordance with sealant manufacturer’s written instructions.
Apply sufficient pressure to each concrete unit to seat unit in sealant.
D. Seal all pipe penetrations in manhole.
1. Where post-installed seals are permitted, form pipe openings smooth and well shaped.
2. After installation, seal exterior of penetration with non-shrink grout.
3. After grout cures, wire brush smooth and apply two coats emulsified fibrated asphalt
compound to minimum wet thickness of 1/8 IN to ensure complete seal.
E. Set top slab level to elevation shown on Drawings.
3.2 FIELD QUALITY CONTROL
A. Any proposed repairs of precast components or structures shall be submitted to Engineer for
approval.
B. Structures shall be observed for signs of leakage during periods of high groundwater.
C. No leakage that includes visible flow through joints between precast concrete sections or
through pipe penetrations shall be permitted.
D. Damp spots on interior wall surfaces shall be considered leakage and shall not be permitted.
1. Damp spots shall be defined as spots where moisture from a source outside the structure can
be picked up on a dry hand.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
PRECAST CONCRETE UTILITY STRUCTURES
33 05 15 - 5
2. Locate the source of water movement through the wall and permanently seal.
E. Dampness on the top of the base slab will not be construed as leakage.
END OF SECTION
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HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
HIGH-DENSITY POLYETHYLENE (HDPE) MEMBRANE LINER
33 47 14 - 1
SECTION 33 47 14
HIGH-DENSITY POLYETHYLENE (HDPE) MEMBRANE LINER
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Furnishing, installation, quality control, and testing of a HDPE geomembrane liner for use
in landfill base liner system and for exposed liner in perimeter channel on top of the MSE
wall.
B. Related Specification Sections include but are not necessarily limited to:
1. Division 00 - Bidding Requirements, Contract Forms, and Conditions of the Contract.
2. Division 01 - General Requirements.
3. Section 31 23 00 - Earthwork.
4. Section 31 23 33 - Trenching, Backfilling, and Compacting.
5. Section 31 38 10 - Soil Liner System.
6. Section 31 38 25 - Operational Cover and Leachate Collection Layer.
7. Construction Quality Assurance Plan.
1.2 QUALITY ASSURANCE
A. Referenced Standards:
a. D638, Standard Test Method for Tensile Properties of Plastics.
b. D746, Standard Test Method for Brittleness Temperature of Plastics and Elastomers by
Impact.
c. D751, Standard Test Methods for Coated Fabrics.
d. D792, Standard Test Method for Density and Specific Gravity (Relative Density) of
Plastics by Displacement.
e. D1004, Standard Test Method for Initial Tear Resistance of Plastic Film and Sheeting.
f. D1204, Standard Test Method for Linear Dimensional Changes of Nonrigid
Thermoplastic Sheeting or Film at Elevated Temperature.
g. D1238 Standard Test Method for Flow Rates of Thermoplastics by Extrusion
Plastometer.
h. D1505, Standard Test Method for Density of Plastics by the Density-Gradient
Technique.
i. D1603 Standard Test Method for Carbon Black in Olefin Plastics.
j. D1693, Standard Test Method for Environmental Stress-Cracking of Ethylene Plastics.
k. D3015 Standard Practice for Microscopic Examination of Pigment Dispersion in
Plastic Compounds. Refer to Subpart 2.2 for property to be tested.
l. D3895 Test Method for Oxidative Induction Time of Polyolefins by Thermal Analysis.
m. D4218 Test Method for Determination of Carbon Black Content in Polyethylene
Compounds by the Muffle-Furnace Technique.
n. D4437, Standard Practice for Determining the Integrity of Field Seams Used in Joining
Flexible Polymeric Sheet Geomembranes.
o. D4833 Test Method for Index Puncture Resistance of Geotextiles, Geomembranes, and
Related Products.
p. D5199 Test Method for Measuring Nominal Thickness of Geotextiles and
Geomembranes.
q. D5397 Procedure to Perform a Single Point Notched Constant Tensile Load –
Appendix (SP-NCTL) Test.
r. D5596 Test Method for Microscopic Evaluation of the Dispersion of Carbon Black in
Polyolefin Geosynthetics.
s. D5641 Standard Practice for Geomembrane Seam Evaluation by Vacuum Chamber.
s.t. D5721 Practice for Air-Oven Aging of Polyolefin Geomembranes.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
HIGH-DENSITY POLYETHYLENE (HDPE) MEMBRANE LINER
33 47 14 - 2
u. D5820 Standard Practice for Pressured Air Channel Evaluation of Dual Seamed
Geomembranes
t.v. D5885 Test Method for Oxidative Induction Time of Polyolefin Geosynthetics by High
Pressure Differential Scanning Calorimetry.
u.w. D5994 Test Method for Measuring the Core Thickness of Textured Geomembranes.
v.x. D6392, Standard Test Method for Determining the Integrity of Nonreinforced
Geomembrane Seams Produced Using Thermo-Fusion Methods
y. D6693, Standard Test Method for Determining Tensile Properties of Nonreinforced
Polyethylene and Nonreinforced Flexible Polypropylene Geomembranes.
w.z. D7466, Standard Test Method for Measuring Asperity Height of Textured
Geomembranes.
B. The Geosynthetic Research Institute (GRI).
a. GM6 Pressurized Air Channel Test for Dual Seam Geomembranes.
b. GM10 Specification for the Stress Crack Resistance of Geomembrane Sheet.
c. GM11 Accelerated Weathering of Geomembranes Using a Fluorescent UVA-
Condensation Exposure Device.
d. GM12 Measurement of the Asperity Height of Textured Geomembranes Using a Depth
Gauge.
e.b. GM13 Standard Specification for Test Properties, Testing Frequency, and
Recommended Warranty for High Density Polyethylene (HDPE) Smooth and Textured
Geomembrane.
C. Qualifications:
a. Each geomembrane manufacturing or installation firm shall demonstrate 5 years
continuous experience, including a minimum of 10,000,000 SF of HDPE geomembrane
manufacture or installation.
b. Geomembrane Installer Personnel Qualifications:
1) Installation Superintendent shall have worked in a similar capacity on at least five
HDPE geomembrane liner jobs similar in size and complexity to the project
described in the Contract Documents.
2) The Master Welder shall have completed a minimum of 5,000,000 sf of HDPE
geomembrane seaming work using the type of seaming apparatus proposed for use
on this Project.
3) Other welders shall have seamed a minimum of 1,000,000 sf of HDPE
geomembrane.
c. The CQC Consultant shall meet the qualification requirements of Section 01 45 29 of
these Specifications.
D. CQA Plan Implementation: Construction Quality Assurance for the HDPE geomembrane
installation will be performed for the Owner by the CQA Consultant in accordance with the
CQA Plan prepared for this project. The work performed under the CQA Plan is paid for by the
Owner and is not a part of this contract. The Contractor, CQC Consultant, and Geomembrane
Installer, however, should familiarize themselves with the CQA Plan and are responsible for
providing reasonable notice of and access to work elements that the CQA Consultant is required
by the CQA Plan to overview.
1.3 SUBMITTALS
A. Submit for Engineer's approval prior to placement of geomembrane liner, including:
1. Manufacturer's Submittals.
a. Manufacturer's Quality Control (MQC) Program: Submit for review a complete
description of the geosynthetic manufacturer's formal quality control program for
manufacturing HDPE geomembrane. The MQC program shall at a minimum conform
to GRI GM13 standards. The manufacturer shall reject resin and geomembrane that
does not conform to the requirements of the approved MQC program.
b. Manufacturing Capabilities:

HDR Project No. 10110265 City of Winston-Salem September 2020
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1) Information on factory size, equipment, personnel, number of shifts per day and
production capacity per shift.
2) List of material properties and samples of liner with attached certified test results.
3) List of ten completed facilities totaling a minimum of three million square feet for
which the manufacturer has manufactured HDPE liner. The following information
shall be provided for each facility:
a) Name and purpose of facility, its location and date of installation.
b) Name of owner, project manager, design engineer and installer.
c) Liner thickness and surface area.
d) Information on performance of the facility.
4) The origin of the resin to be used in the manufacturing of liner including the
supplier’s name and production plant, as well as brand name and number.
5) A fingerprint of the manufacturer’s liner properties as listed herein. The purpose of
these tests is to identify the manufacturer’s liner product. The results of these tests
shall be submitted to the Engineer for approval of the product. Once the product is
approved, all HDPE liner to be supplied for the project shall be manufactured using
the same design type identified through fingerprinting tests.
6) Certification that all resin used in the manufacture of textured HDPE liner for this
project meets the approved fingerprinting protocol.
7) Copy of quality control certificates.
8) Certification that the HDPE liner and extrudate produced for this project have the
same properties.
c. Manufacturer's Field Installation Procedures Manual: Submit complete geomembrane
manufacturer's specifications, descriptive drawings, and literature for the recommended
installation of the HDPE geomembrane liner system, including recommended methods
for handling and storage of all materials prior to installation, and field installation
guidelines that the manufacturer feels are relevant and important to the success of this
project. The manual clearly identifies any exceptions taken by the manufacturer in the
specified execution of the Work. Unless excepted and approved by the Engineer, the
procedures herein shall be considered part of the manual.
d. Manufacturer's Material Data: Submit statement of planned production date(s) for the
geosynthetics to be provided for this Project. Prior to shipment of geomembrane,
submit quality control certificates for each roll demonstrating conformance with the
requirements of these Specifications. Submit statement of production dates for the
resin and the HDPE geomembrane for this work. Additionally provide quality control
certificates, signed by the manufacturer’s quality assurance manager. Each certificate
shall have roll identification number, sampling procedures, frequency and test results
as indicated in Part 2.2 of this section. At a minimum, results of the following tests
shall be provided:
1) Thickness
2) Density
3) Tensile properties
4) Tear resistance
5) Carbon black content
6) Carbon black dispersion
e. Manufacturer's written acceptance of Geomembrane Installer's qualifications for
installation of the HDPE geomembrane.
f. Warranty: Submit a sample warranty in accordance with Paragraph 1.6 Warranties.
2. Geomembrane Installer's Submittals.
a. The Geomembrane Installer will submit written documentation that their personnel
satisfy the qualifications of 1.2 C.b1.2 B.
b. Geomembrane Installer's Construction Quality Control Program: Submit for review a
complete description of the Geomembrane Installer's formal construction quality
control programs to include, but not be limited to, product acceptance testing,
installation testing, including both nondestructive and destructive quality control field
testing of the sheets and seams during installation of the geomembrane, proposed

HDR Project No. 10110265 City of Winston-Salem September 2020
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methods of testing geosynthetic joints and connections at appurtenances for continuity,
documentation and changes, alterations, repairs, retests, and acceptance.
c. Geomembrane Installer's Installation Procedures Manual: Submit for approval the
Installer's installation manual to include: ambient temperature at which the seams are
made, control of panel lift up by wind, acceptable condition of the subsurface beneath
the geomembrane, quality and consistency of the welding material, proper preparation
of the liner surfaces to be joined, cleanliness of the seam interface (e.g., the amount of
airborne dust and debris present), and proposed details for connecting the HDPE liner
to appurtenances, i.e. penetrations of the containment facilities. The document shall
include a complete description of seaming by extrusion welding and hot-wedge
welding. The Geomembrane Installer's Installation Manual will by reference include
requirements of the Manufacturer's Installation Manual unless exceptions are noted and
approved by the Engineer. After this manual has been approved by the Engineer, the
Geomembrane Installer shall not deviate from the procedures included in the manual.
d. Geomembrane panel layout with proposed size, number, position, and sequencing of
panels and showing the location and direction of all field joints. Joints shall be
perpendicular to flow direction where possible, unless approved otherwise.
e. Anticipated average daily production (include CQC measures).
f. Warranty: Submit a sample warranty in accordance with Paragraph 1.6 Warranties.
3. CQC Consultants Submittals:
a. CQC Consultant shall submit written documentation that their personnel satisfy the
qualifications of Section 01 45 00.
b.a. CQC Consultants CQC Geomembrane Manual: Submit CQC Consultant's written
program for meeting the geomembrane material conformance and CQC requirements
of these Specifications.
4. Provide all submittals in a single coordinated transmittal. Partial submittals will not be
accepted. All submittals must be submitted prior to the Geomembrane Preconstruction
Meeting (Section 01 31 19).
5. CQA Consultants Submittals:
a. Conformance testing shall be performed by CQA personnel and an independent Quality
Assurance Laboratory approved by the Owner. The Engineer shall obtain the samples
from the roll, and mark the machine direction and identification number. One sample
shall be taken by CQA personnel per 100,000 square feet or one sample per lot,
whichever results in the greater number of conformance tests. A lot number will be
defined as a continuous production process with changes to raw material or
manufacturing methods. This sampling frequency may be increase as deemed necessary
by the Engineer. The Contractor shall pay for the initial test for every change in Lot
number. The following conformance tests shall be conducted by the laboratory:
1) Thickness
2) Density
3) Tensile properties
4) Tear resistance
5) Carbon black content
6) Carbon black dispersion
b. Conformance test shall be performed in accordance with requirements listed herein.
The Owner will pay all costs associated with the initial conformance testing.
c. All conformance test results shall be reviewed by Engineer and accepted or rejected,
prior to the placement of the liner. All test results shall meet, or exceed, the property
values listed herein. In case of failing test results, the manufacturer shall pay for this
retesting. The manufacturer may also have the sample retested at two different
laboratories approved by the Owner. If both laboratories report passing results the
material shall be accepted. If both laboratories do not report passing results, all liner
material from the lot representing the failing sample will be considered out of
specification and rejected.

HDR Project No. 10110265 City of Winston-Salem September 2020
Hanes Mill Road Landfill MSE Wall Expansion Issued for Permitting
HIGH-DENSITY POLYETHYLENE (HDPE) MEMBRANE LINER