6301_MooreCountyCDLF_Phase6_PTC_App_FID1395527_20200407

Golder Associates NC, Inc. 5B Oak Branch Drive, Greensboro, North Carolina, USA 27407 T: [phone] F: [phone]
Engineering Lic. No. C-2862/Geology Lic. No. C-399
Golder Associates NC, Inc. is a licensed user of the Golder trademark, and an associated operating entity.
Golder and the G logo are trademarks of Golder Associates Corporation. golder.com
April 7, 2020 Project No. 1895531

Ming-Tai Chao, Environmental Engineer
North Carolina Dept. of Environmental Quality
Div. of Waste Management - Solid Waste Section
217 West Jones Street
1646 Mail Service Center
Raleigh, NC 27699
RESPONSE TO COMMENTS - APPLICATION FOR SUBSTANTIAL AMENDMENT TO PERMIT
MOORE COUNTY C&D LANDFILL, PERMIT NO. 63-01-CDLF-1992, ABERDEEN, NORTH CAROLINA
Dear Ming,
This letter is offered in response to your email of January 16, 2020 (FID 1387698) that constituted the entirety of
initial comments from your technical review of the engineering portions of the PTC application for the final lateral
expansion (Cell 6) of the subject landfill. The format below follows and includes your numbered comments
(italicized), with subsequent clarifications and responses following each comment for ease of review.

1. Throughout the entire application, the professional seal & date must be provided in the Signature Page in
the final permit application.
A professional seal and date are provided on the Signature Page of each document as appropriate. The
Operation Plan is not an engineering document but rather an operational document with content generated by the
County.
Facility Plan NOTE: A revised Facility Plan (REV1) is enclosed.
2. (Section 4.2) According to local government approval documents (transcript of 11/19/2019 public meeting
and PowerPoint presentation), the gross capacity of the C&DLF will be 2.5 million cubic yards
(MCY). Rule 15A NCAC 13B .0537(e)(2)(B) defines gross capacity of a C&DLF as “the volume of the
landfill calculated from the elevation of the initial waste placement through the top of the final cover,
including any periodic cover.” Therefore, the gross capacity of 2.63 MCY shown on Table 1 is
incorrect. Please revised the landfill capacity.
The gross capacity has been revised throughout the Facility Plan in accordance with Rule 15A NCAC 13B
.0537(e)(2)(B).
Ming-Tai Chao, Environmental Engineer Project No. 1895531
North Carolina Dept. of Environmental Quality April 7, 2020

2
3. (Section 4.3.2) The Section states that the C&DLF will monitor hydrogen sulfide concentrations, a
constituent of explosive gases, in addition to methane gas monitoring. The action level of the hydrogen
sulfide concentration should be specified in this Section and Landfill Gas Monitoring Plan.
Section 4.3.2 now references the Landfill Gas Monitoring Plan which addresses the hydrogen sulfide action level.
Operations Plan NOTE: A revised Operation Plan (REV1) is enclosed.
4. (Section 2.0, the first paragraph) The typical waste inspection/screening forms should be appended to the
Operation Plan.
The County’s current “random load check” inspection form is now referenced in Section 4.0 (now 5.0) and
included in Appendix C of the Operation Plan.
5. (Section 4.0) Please describe operator training program and current training status.
i. The Operation Plan must describe the landfill operator training program according to NCGS
130A-309.25.
ii. The training program and certificate of each operating personnel should be placed in the
operating record.
A new section, 2.0 – Facility Staff and Training, has been added to the Operation Plan to describe typical landfill
staffing and operator training requirements. Records of operator training and any issued certificates will be placed
in the operating record.
6. (Section 5.0) Pursuant to NCGS 130A-295.6(h1), the SWS prepares a guidance -“Approved Alternative
Daily Cover Materials (ADCM) for Use at Sanitary Landfill” dated July 21, 2017, which can be found in the
following link:
https://edocs.deq.nc.gov/WasteManagement/0/edoc/723214/ApprovedACM_Rev1_GDE_20170721.pdf?s
earchid=f7d5b34c-664b-4338-930a-d1db93f0272f.
The C&DLF may apply the ADCM stated in the guidance as weekly cover over wastes at working face.
An approved ACM currently in use at the facility (S&M) and the above-cited guidance document is now referenced
in Section 5.0 (now 6.0) of the Operation Plan.
7. (Section 8.2) Please describe the measures/approaches to manage a vehicle containing a “hot load” at
each of the likely scenarios: the vehicle approaches the scale house, the vehicle inside the landfill facility
prior to reaching landfill working face, and the vehicle at the landfill working face.
A procedure for managing hot loads entering the landfill was added in Section 8.2.1 (now 9.2.1) of the Operation
Plan.
8. (Section 8.2.1) The Solid Waste Section has prepared a standardize form to report a fire incidence which
can be downloaded from the link
https://files.nc.gov/ncdeq/Waste%20Management/DWM/SW/Forms/FireOccurrenceReport.pdf
If the County wants to use the standardize form, please download a copy of the form and appended it to
the Operation Plan.
Ming-Tai Chao, Environmental Engineer Project No. 1895531
North Carolina Dept. of Environmental Quality April 7, 2020

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The above-cited standard form is now referenced in Section 8.2.1 (now 9.2.1) and is included in Appendix D of
the Operation Plan.
9. (Section 11.0) Leachate outbreaks at the landfill were observed and documented in the facility
audit/inspection reports. This section should describe the routine and non-schedule (such as after a
major storm event or hurricane) inspections for leachate outbreak, reporting requirement if leachate
breakout is observed, and the remedial measures including sampling and investigation
requirements. The guidance document for a leachate release sampling and investigation can be found in
the link:
https://edocs.deq.nc.gov/WasteManagement/0/edoc/1319075/MSW%20Leachate_Release_Sampling_G
uide.pdf?searchid=22b91c58-be48-4f48-97ec-ae3766e88565.
A new section, 12.2 – Leachate Outbreaks, has been added to the Operation Plan to describe routine and
unscheduled inspections for leachate outbreaks, reporting requirement if a significant leachate breakout is
observed and mitigated, and the remedial measures to be taken, including sampling and investigation
requirements, should a release occur.
10. (Section 12.0) The following record or report should be placed in the operating record:
i. Historical asbestos waste buried locations – sketch, drawing or GPS coordinates.
ii. Open burning permit or approval documents and fire incurrence reports (Section 8.0)
iii. Leachate outbreak and follow-up investigation plan/report or correction plan/report.
These items, minus buried asbestos waste locations, have been added to the list of things to be placed in the
operating record in Section 12.0 (now Section 13.0) of the Operation Plan. Asbestos waste is not accepted at the
landfill.
11. (Section 14.2) The Section describes operation of yard waste collection units at the landfill facility should
be revised and modified coordinating with the proposed Cell 6 development and operation.
i. There are likely two (2) yard waste collection sites being operational in the future – one (11 acres)
located on the northwest corner of the landfill facility and the other (2.8 acres) located on the
northeast side of MSW transfer station. The existing one (8.1 acres) abut to the Cell 5 of the
C&DLF will be not available if the Cell 6 is approved for construction and operational.
ii. The Drawing 02 may be revised (by deleting the 8.1-acre unit from drawing) accordingly.
iii. The mentioned Operation Plan (DIN 18523) approved February 27, 2013 may be out-of-date
because the Rule Section 1400 is readopted effective November 1, 2019. Please revise the yard
collection operation plan according to the new rule.
The existing 8.1-acre yard waste treatment and processing and storage area adjacent to Cell 5 and inside the
footprint of proposed Cell 6 has been removed from the Site Development Plan (Drawing 02) since it will no
longer be used when the landfill expands into Cell 6. Section 14.2 (now Section 15.2) of the Operation Plan has
been revised accordingly.
Ming-Tai Chao, Environmental Engineer Project No. 1895531
North Carolina Dept. of Environmental Quality April 7, 2020

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The landfill’s Yard Waste Treatment and Processing Facility Operations Plan has been updated to reflect the
change noted above and to better comport with current practices and is included in Appendix E of the Operation
Plan. The plan is not in conformity with the NCAC 13B .1400 rules since no composting occurs at the facility.
12. (Section 14.3) For operating a Temporary Storm Debris Site (TDDSS), please provide the requested
information below:
i. Please provide the Permit No. of this TDDSS.
ii. Describe the size (in acreage) of the TDDSS.
iii. The TDDSS shall not be activated and receive disaster debris without the approval from the Solid
Waste Section.
iv. When the site is activated following an emergency event:
(a) Only PERMITTED wastes for the C&DLF may be accepted in the TDDSS. If the County intends to
collect MSW disaster debris as well (the permitted MSW transfer station is on-site), the separate
TDDSS unit for MSW streams must be established and obtained an approval from the SWS. Through
the waste screening processes, all non-conformance or prohibited wastes shall not be accepted at
this unit; any inadvertently accepted non-conformance or prohibited wastes shall be properly handled,
managed, and disposal off according to the approved Operation Plan.
(b) Activation must be requested and received from the Regional Environmental Senior Specialist for the
facility.
(c) All permitted debris must be removed from the TDDSS within six (6) months from the activation date.
(d) Storm debris must be placed in rows with a maximum of 12 feet high and 25 feet wide. A minimum of
15 feet row aisles must be maintained to separate piles.
(e) Adequate isle lines shall be established and maintained for each waste stockpile for firefighting.
After careful review of past permits for handling storm debris, the County concluded that there is no properly
permitted Temporary Storm Debris Site (TDDSS) at the facility, and the County wishes to permit a new site in the
future. Thus, all references to a TDDSS have been removed from the facility drawings and Operation Plan.
Closure and Post-Closure Plan NOTE: A revised Closure and Post-Closure Plan (REV1) is enclosed.
13. (Section 2.2) Please address the following concerns;
i. The closure cover of the C&DLF shows on Drawing 07 should be the final grades, including the 3-
feet final cover system, not the top of the intermediate cover layer. (ref Comment No. 1)
ii. The approved gross capacity, not the net capacity, of the C&DLF – Phases 1 through 8 should be
2.5MCY. The soil volume amount (approximately 236,800 CY) & net waste capacity
(approximately 2,131,200 CY= gross capacity – final cover soil amount – weekly covers) stated in
this section should be revised accordingly.
Drawing 07 has been revised to indicate the final grades shown are top of final cover rather than intermediate
cover. The gross capacity and grade references in Section 2.2 have been revised in accordance with Rule 15A
Ming-Tai Chao, Environmental Engineer Project No. 1895531
North Carolina Dept. of Environmental Quality April 7, 2020

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NCAC 13B .0537(e)(2)(B). The estimated maximum inventory of waste on site over the active life of the facility
has also been revised in Section 2.2 as requested.
14. (Section 2.6) The drawing that shows the gas vent layout/locations over the closed landfill cover is not
available. Please provide the gas vent layout drawing.
A hypothetical gas vent layout is now shown on Drawing 07 in the Engineering Plan drawings.
15. What is the benchmark associated with the landfill? Is it the waste edge marker? The County should
maintain permanent physical markers that accurately identify the edge of the approved waste footprint for
all disposal units inside the landfill facility.
The surveyed benchmarks near the landfill (3) are now shown on Drawing 07 in the Facility, Operation and
Engineering Plan drawings. A call-out note designating the installation of limit-of-waste markers along the
perimeter waste boundary after final cap construction is shown on Drawing 07 in the Engineering Plan drawings
and a limit-of-waste marker detail has been added to Drawing 10 in the Engineering Plan drawings.
Engineering Plan NOTE: A revised Engineering Plan (REV1) is enclosed.
16. (Table 1) The safety factor of 2.34 for Analysis Condition 2 – Rotational is likely a typo.
The data transcription error in Table 1 has been corrected as noted.
Appendix B Technical Specifications
17. (Earthwork 310000) NOTE: Revised specification 310000 EARTHWORK (REV 1) is enclosed.
i. Part 1.03A. What is the relationship of the borrow sources specification and the geotechnical
evaluation/investigation study mentioned in Section 4.2 of the Facility Plan?
ii. Part 1.03D.
a. The surveyor for the project shall be licensed in the State of North Carolina.
b. For a sloped surface, the required thickness of each layer shall be measured perpendicularly
to the surface of the slope.
iii. Part 2.03 is not relevant to the Moore County C&DLF project. The material specification shall
meet the requirements for the proposed landfill base grade [per Rules 15A NCAC 13B .0540(2) &
(5)] & the final cover systems [per Rule 15A NCAC 13B .0543] including a test pad (Section 4.3.3
of the Facility Plan) and soil shear strength requirements (for the compact clay liner and the
vegetative soil layer) concluded from the slope stability analysis in the Engineering Plan and
minimum thickness of each components of the final cover system according to the Closure Plan.
iv. The section should provide construction specifications for each component of the landfill base
system and final cover system – intermediate soil cover layer (6 to 12 inches), 18-inch-thick
compacted clay liner (permeability, in-place density, soil shear strength), and 18-inch-thick
vegetative support layer (soil shear strength).
i. The cited specification is not directly related to the cited geotechnical evaluation for the proposed on-site borrow
area because the specification strictly applies to borrow sources proposed by an independent contractor for
Ming-Tai Chao, Environmental Engineer Project No. 1895531
North Carolina Dept. of Environmental Quality April 7, 2020

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contractor-provided soils. It can also be supplemented to expand its scope as needed by way of other contract
documents. Pre-construction soil investigations performed by the Owner will be guided by an engineering
consultant and will have scopes targeted to specific soil needs at that time.
ii. The specification has been corrected to reference North Carolina throughout. Interpretation of as-built surveys
will account for slope angles to confirm specified minimum layer thicknesses in addition to direct thickness
measurements performed as requested. These requirements have been added to the specification and to the
CQA Plan.
iii. Part 2 and other affected contents of the specification have been revised accordingly. The references in the
specification to geosynthetic components of a final cover system or other landfill components may be relevant at
the time of landfill closure if a geosynthetic cap option is chosen over the prescribed soil cap.
iv. See response to comment iii above.
18. Appendix B should include technical specification for landfill gas venting system.
The technical specifications provided are sufficient in scope to accommodate the landfill gas venting system. The
only components of the passive gas vent shown in detail that are not explicitly covered (PVC pipe and bentonite)
are readily available, off-the-shelf items that require no further specification for product conformance.
Appendix E – CQA Plan NOTE: A revised CQA Plan (REV1) is enclosed.
19. This CQA Plan is too genetic, not the project specific one. All components associated with geosynthetic
liner material – geomembrane (HDPE or LLDPE) and geosynthetic clay liner, geocomposite drainage
material, and components associated with leachate collection and removal system should be removed
from the CQA Plan.
The introduction of the plan (Section 1.0) has been revised to note that practices and testing associated with
constructing geosynthetic components of a final cover system are included in case that option is chosen over a
soil cap.
20. (Section 3.2.1) For each borrow the following requirements should be considered:
i. Soil shear strength testing requirement and passing criteria (concluded from the slope stability
analysis) for the earthen material used for final cover system.
ii. The soil types (per Rule 15A NCAC 13B .0540(2)(b) for the earthen material used for landfill base
grade.
iii. Should a borrow have contamination concerns, the earthen material must free from any land-use
restriction by passing the criteria established in the NC Preliminary Soil Remediation Goals
(PSRG) dated December 2019.
Section 3.2.1 has been revised as requested.
21. (Section 3.2.2) The Plan should describe the test pad including testing (methods and frequencies) on
material and construction approaches for the final soil cover system.
Permeability testing is addressed in Section 3.2.1. A test pad is not specified; rather, a more cost-effective method
to assure acceptable permeability is accounted for in the CQA plan and elsewhere. With this method, an
acceptable moisture-density window is established by correlating remolded permeability test results with
Ming-Tai Chao, Environmental Engineer Project No. 1895531
North Carolina Dept. of Environmental Quality April 7, 2020

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associated moisture-density values, allowing field moisture-density data obtained during construction to predict
compacted permeability. This is also addressed in the revised specification 310000 EARTHWORK (REV 1).
Drawings
22. The final elevation of the landfill cover is at 475 feet above mean sea level (amsl) as noted in the previous
permits (FID 1236050 & DIN 24740) and approved permit applications (FID 1236052 & DIN 24737 &
11236) and is not the elevation of the intermediate cover. Please revised the notes of Drawings 07 & 08.
Drawings 07 and 08 have been revised to indicate the final grades shown are top of final cover rather than
intermediate cover.
23. (Drawing 09) The haul road associated with landfill operation sequence Phase 6 -Years 1 through 5 is
likely not operational. The haul road directly leads to the working face inside the Cell 6 for waste disposal
is a must. The initial working face at the Cell 6 should be added to the drawing.
Drawing 09 – Phase 6 -Years 1 through 5 has been revised to show a haul road, an initial working face location,
and a direction of fill progression for each lift.
We believe we have fully addressed your concerns with sufficient detail to clarify the County’s intentions and
substantiate their commitment to satisfying all requirements of the NC Solid Waste Management Rules. We look
forward to hearing from you and to your prompt approval.
Sincerely,
Golder Associates NC, Inc.

Mark Taylor, PE Ron DiFrancesco, PE
Senior Consultant Principal and Practice Leader
MAT/JRD/mat

CC: David Lambert, JD, MPA, Moore County Solid Waste Manager Rachel P. Kirkman, PG, Project Director, Golder Associates NC, Inc. Enclosures: Facility Plan (REV 1) (narrative only) Operation Plan (REV1) (narrative plus new Appendices C, D, and E) Closure and Post-Closure Plan (REV1) (narrative only) Engineering Plan (REV1) (narrative plus Technical Specification 310000 (REV1) plus CQA Plan (REV1)) Revised Drawings 02, 05, 07 (x2), 08, 09 and 10

https://golderassociates.sharepoint.com/sites/21690g/technical work/rtc/rtc letter no 1 4-7-20.docx

Facility Plan
Moore County Construction and Demolition Landfill
Substantial Amendment to Permit No. 63-01-CDLF-1992
Submitted to:
Moore County Public Works
5227 US Highway 15-501, Carthage, North Carolina, USA 28327
Submitted by:
Golder Associates NC, Inc.
5B Oak Branch Drive, Greensboro, North Carolina, USA 27407
NC Engineering License No. C-2862
[phone]
1895531
April 2, 2020 (REV 1)
April 2, 2020 (REV 1) 1895531
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Table of Contents
1.0 INTRODUCTION ............................................................................................................................................. 1
1.1 Purpose and Scope .............................................................................................................................. 1
2.0 DEFINITIONS, 15A NCAC 13B.0537(C) ........................................................................................................ 1
3.0 FACILITY DRAWINGS, 15A NCAC 13B .0537(D) ........................................................................................ 1
4.0 FACILITY REPORT, 15A NCAC 13B .0537(E) .............................................................................................. 2
4.1 Waste Stream....................................................................................................................................... 2
4.1.1 Types of Waste ............................................................................................................................... 2
4.1.2 Disposal Rates ................................................................................................................................ 2
4.1.3 Service Area .................................................................................................................................... 2
4.1.4 Waste Screening and Segregation ................................................................................................. 2
4.1.5 Equipment Requirements ............................................................................................................... 3
4.2 Landfill Capacity and Soil Resources .................................................................................................. 3
4.3 Special Engineering Features .............................................................................................................. 5
4.3.1 Leachate Management ................................................................................................................... 5
4.3.2 Landfill Gas Management ............................................................................................................... 5
4.3.3 Containment and Environmental Control Systems ......................................................................... 6
4.3.4 Other Solid Waste Management Areas .......................................................................................... 6
4.3.5 Special Engineering Features ......................................................................................................... 7
Table 1: Phase Volumes........................................................................................................................................... 4
Table 2: Soil Requirements ...................................................................................................................................... 5
No table of figures entries found.
April 2, 2020 (REV 1) 1895531
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FACILITY PLAN DRAWINGS
Drawing 01 – Cover Sheet
Drawing 02 – Site Development Plan
Drawing 03 – Existing Conditions
Drawing 04 – Previously Permitted Final Grading Plan
Drawing 05 – Cell 6 Base Grade Plan
Drawing 06 – (Not Included in This Set)
Drawing 07 – Proposed Expansion Final Grading and Drainage Plan
Drawing 08 – Cross Sections
Drawing 09 – Cell 6 Expansion 5 Year Fill Sequencing
April 2, 2020 (REV 1) 1895531

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1.0 INTRODUCTION
Moore County, North Carolina (County) owns and operates the Moore County Landfill (Facility), located off State
Highway 5 in the southwestern part of the County between the towns of Pinehurst and Aberdeen, North Carolina.
The County currently manages construction and demolition (C&D) waste and yard waste generated within the
County at the Landfill.
The C&D landfill has been constructed in five (5) phases totaling 21.7 acres. Phase 1 consists of Cells 1 and 2,
Phase 2 consists of Cell 3 and partial Cell 4, Phase 3 consists of Cell 4, Phase 4 consists of Cell 5, and Phase 5
consists of a vertical expansion above all prior phases.
The permitted gross capacity of Phases 1 through 5 is 1,870,000 cubic yards.
1.1 Purpose and Scope
Golder Associates NC, Inc. (Golder), on behalf of Moore County, is hereby requesting a Substantial Permit
Amendment from the North Carolina Department of Environmental Quality (NCDEQ) in order to construct Phases
6 through 8, consisting of the new Cell 6 and additional airspace above Phase 5. The lateral expansion (Cell 6)
will increase the disposal footprint from 21.7 acres to 27.3 acres and the landfill’s gross capacity to 2,500,000
cubic yards. This application has been prepared in general accordance with North Carolina Solid Waste
Management Rules .0533 and .0535 as amended through January 1, 2007.
2.0 DEFINITIONS, 15A NCAC 13B.0537(C)
15A NCAC 13B .0537(a, b) (1) The facility plan must define the comprehensive development of the property
proposed for a permit or described in the permit of an existing facility. The plan must include a set of drawings and
a report which present the long-term, general design concepts related to construction, operation, and closure of
the C&DLF unit(s). The scope of the plan must span the active life of the unit(s). Additional solid waste
management activities located at the C&DLF facility must be identified in the plan and must meet the
requirements of this Subchapter. The facility plan must define the waste stream proposed for management at the
C&DLF facility. If different types of landfill units or non-disposal activities are included in the facility design, the
plan must describe general waste acceptance procedures.
As recommended by the North Carolina Department of Environmental Quality (NCDEQ), the following terms are
defined as follows:
 Phase: An area constructed with a base liner system that provides no more than approximately 5 -10 years
of operating capacity
 Cell: A subdivision of a phase, which describes modular or partial construction
 Sub-cell: A subdivision of a cell, which describes leachate and stormwater management for active or inactive
areas of the constructed Construction and Demolition (C&D) Landfill (LF)
3.0 FACILITY DRAWINGS, 15A NCAC 13B .0537(D)
The Facility Plan (Plan) includes a Site Development Plan depicting the development of the facility, physical site
features, the C&D landfill units, closed municipal solid waste landfill, and staging areas for non-waste
management units. The Facility boundary survey was prepared by James L. Wright (November 1984). The
topographic mapping inside the Facility but outside the C&DLF area was provided by Cartographic Aerial
Mapping, Inc. for Brady Surveying Company (June 2008). Topographic mapping inside the C&DLF area was
April 2, 2020 (REV 1) 1895531

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provided by Spatial Data Consultants, Inc. (June 2018) and updated inside the C&DLF footprint by Matthews
Land Surveying and Mapping (July 2019).
The full list of Facility Plan drawings is as follows:
Drawing 01 – Cover Sheet
Drawing 02 – Site Development Plan
Drawing 03 – Existing Conditions
Drawing 04 – Previously Permitted Final Grading Plan
Drawing 05 – (Not Included in This Set)
Drawing 06 – Cell 6 Base Grade Plan
Drawing 07 – Proposed Expansion Final Grading and Drainage Plan
Drawing 08 – Cross Sections
Drawing 09 – Cell 6 Expansion 5 Year Fill Sequencing

4.0 FACILITY REPORT, 15A NCAC 13B .0537(E)
This Facility Report includes a discussion of facility information related to the proposed waste stream, landfill
capacity, and special engineering features.
4.1 Waste Stream
Moore County, North Carolina (County) owns and operates the Moore County Landfill (Landfill), located on State
Highway 5 in southwestern Moore County, to manage C&D waste, yard waste, white goods, electronics waste,
glass, scrap tires, household recyclables, and emergency storm debris generated within the County.
4.1.1 Types of Waste
The landfill will accept C&D solid waste as defined by NC solid waste management rules. C&D solid waste is
“solid waste generated solely from the construction, remodeling, repair, or demolition operations on pavement and
buildings or structures. C&D waste does not include municipal and industrial wastes that may be generated by the
on-going operations at buildings or structures”. Unacceptable waste is defined in the Operation Plan.
4.1.2 Disposal Rates
The anticipated average daily intake and disposal rate is estimated at 115 tons per day based on recent year
annual receipts and assuming 260 operational days per year. This rate equates to an average monthly disposal
rate of approximately 2,500 tons per month.
4.1.3 Service Area
It is anticipated that the Landfill facility will continue to receive C&D waste only from sources within Moore County.
4.1.4 Waste Screening and Segregation
The landfill only accepts acceptable C&D solid wastes for disposal. Any materials that may pose health hazards,
cause fires, or negatively impact the environment are considered unacceptable. Signs are posted at the facility
April 2, 2020 (REV 1) 1895531

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stating the permitted types of waste and the location of the appropriate disposal area. Waste screening is
accomplished through random inspections at the scale house and the tipping area.
Employees are trained to detect and handle hazardous waste. Hazardous waste detected at the scale house is
not permitted into the landfill and hazardous waste detected at the tipping area is isolated by installing a berm
around the area. The Solid Waste Manager will notify NCDEQ-Division of Waste Management (DWM) within 24
hours of a hazardous waste incident. The hauler will be responsible for removing hazardous waste from the
property and if the hauler is not identified, the landfill will remove and dispose the waste appropriately.
4.1.5 Equipment Requirements
Specific equipment requirements will vary depending on landfill operations and additional equipment may be used
as necessary. Equipment will be maintained and serviced according to the manufacturer's recommendation and
operating and service manuals will be kept at the facility and followed. Generally, landfill equipment use will be
associated with the following tasks:
 Cell construction/preparation
 Spreading and compacting waste
 Spreading cover soil
 Site maintenance and clean-up
 Extinguishing fires along with other measures
As the volume of the waste stream and material handling change (e.g., at start-up, during peak daily handling
times, or during peak days), the number and types of machinery needed to perform daily operations varies. The
equipment used on site may be modified as necessary to facilitate efficient and compliant operations. The
following is a list of equipment that is used at the facility to perform necessary operational functions.
As of August 2019, the landfill had the following equipment assigned to the site:
 953-B Caterpillar Track Loader (2)
 613-C Caterpillar Scraper Pan
 370-C Rex Trashmaster Compactor
 Deere 670-C Motor Grader
 John Deere 444-J Rubber-tired Loader
 John Deere 5400 Tractor (Mower)

4.2 Landfill Capacity and Soil Resources
The life expectancy of the landfill is based on the available airspace through Phase 8, anticipated disposal rate,
and calculated waste density. The available airspace is determined by comparing the topography of the surveyed
landfill to the design final cover grades for Phases 1-8. The disposal area is approximately 27.3 acres, and the top
final cover grades are approximately 475 feet above mean sea level. The final side slopes will be 3H:1V to an
elevation of 470 feet, and will transition to an 8% slope up to 475 ft. The total gross capacity for Phases 1-8 is
approximately 2,500,000 cubic yards, using the design final cover grades. Of the total proposed gross capacity, it
is estimated that approximately 915,000 cubic yards of airspace is remaining as of July 2019. Some of the
modeled (perfect geometry) airspace will not be available due to actual grading variances.
April 2, 2020 (REV 1) 1895531

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The disposal of C&D materials for the previous fiscal year (12 months) of operations (from July 1, 2018 to June
30, 2019) was determined to be 32,200 tons as shown in the Moore County Material Analysis Report from the
Moore County Landfill scale house. A review of recent years’ receipts suggests that this was higher than the
running average, so an anticipated annual disposal rate of 30,000 tons per year is used for remaining life
projections.
The waste density has been quantified by analyzing the total received weight of disposed waste and consumed
landfill volume (airspace) for a given timeframe. A waste density of 1,165 pounds per cubic yard (lb/cy) was
calculated based on the July 2019 topographic survey for the 2018-19 fiscal year. A waste density of 1,013 pound
per cubic yard (lb/cy) was calculated based on cumulative data from the life of the facility. A waste density of
1,150 lb/cy is assumed for calculating the remaining life projections.
Based on the available airspace, anticipated disposal rate, and calculated waste density, the landfill is expected to
remain operational until 2034, more or less. The table below outlines the phased capacity of the landfill.
Table 1: Phase Volumes
Phase Cells Footprint
(Acres)
Phase
Capacity*
(MCY)
Gross Phase
Capacity*
(MCY)
1-2 1-3 12.4 0.67 0.67
3 4 4.6 0.46 1.13
4 5 4.7 0.42 1.55
5 Vertical Exp. -- 0.32 1.87
6-8 6 5.6 0.63 2.50
Total 1-6 27.3 2.50 N/A
The cap system will consist of an 18-inch-thick soil layer with a permeability of 1x10-5 cm/s or less, and an 18-
inch-thick vegetative support layer capable of sustaining native plants.
Soil for operations such as daily and intermediate cover is obtained from on-site sources and occasionally from
off-site sources when excess soil is available from a nearby construction site. Site infrastructure and drainage
appurtenances, such as haul roads and berms, are generally constructed from on-site soil. The expansion (Cell 6)
area has been the predominate soil borrow area in recent years. In preparation for Cell 6 development, a new on-
site borrow area, roughly 14 acres in size, is proposed for immediate use. It is located north of the landfill and east
of the main yard waste processing and storage area (see Drawing 02). A geotechnical evaluation of the proposed
borrow area is needed to determine the available quantities and soil characteristics of the borrow materials.
The following table summarizes the estimated soil requirements for the landfill.

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Table 2: Soil Requirements
Material Minimum Quantity (CY) Anticipated Source
Operations 63,000 (i) On-site
Miscellaneous Structural Fill 25,200 (ii) On-site
18” Soil Cap 70,500 (iii) On-site or off-site
18” Vegetative Support Layer 70,500 (iii) On-site or off-site
Total Needs 229,200
Borrow Area(s) 250,000 (iv) On-site and off-site
i) The soil required for operations assumes a 9:1 waste-to-cover ratio. ii) The soil required for miscellaneous structural fill assumes 24:1 waste-to-soil ratio. iii) The soil cap and vegetative support layer assume a 0.1-foot overbuild. iv) The on-site borrow area soils may not be acceptable for all uses.
4.3 Special Engineering Features
4.3.1 Leachate Management
There is no leachate collection and recovery system in the Moore County Landfill since it is unlined.
4.3.2 Landfill Gas Management
To protect public health and safety in the vicinity of the landfill, landfill gas produced by the decomposition of C&D
waste will be controlled and monitored during the operational, closure, and post- closure periods. A landfill gas
monitoring program is in place for the purpose of documenting the concentration of methane gas below the
following regulatory levels:
 The concentration of methane gas generated is not to exceed 25 percent of the lower explosive limit (LEL)
for methane in on-site structures.
 The concentration of methane gas is not to exceed the LEL for methane at the facility property boundary.
Landfill gas is a by-product from the decomposition of organic waste in a C&D Landfill. The major components of
landfill gas are methane and carbon dioxide. Other gases, such as volatile organic compounds, may be present
in trace quantities.
Gas monitoring will be performed during the active life of the landfill and throughout the closure and post-closure
periods. At a minimum, quarterly monitoring of explosive gases will be conducted at all gas detection probes and
in structures at the landfill. As required by NCDEQ guidance, methane and hydrogen sulfide will be monitored. If
additional structures are built, the monitoring program will be expanded to include the new structures. Gas
detection probes will be installed around the boundary of the waste disposal unit. Probes should not be needed
where site topography permits gas to be released to the atmosphere before it migrates to the property
boundaries, or where the site is bound by surface water features. The facility’s Landfill Gas Monitoring Plan
contains more detailed information regarding landfill gas management.
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4.3.3 Containment and Environmental Control Systems
A protective final cover system will be implemented at the completion of landfill operations in order to limit
infiltration of precipitation into the waste mass and minimize creation of leachate and landfill gas. A properly
engineered final cover system, which is properly maintained, will significantly limit precipitation from entering the
waste mass, and thus minimize the formation of leachate and prevent the emission of landfill gas, which is a
known greenhouse gas. The goal of a final cover system is to minimize long-term maintenance and to protect
human health and the environment from both leachate and greenhouse gases. The cap system will consist of a
low permeability soil layer of at least 18 inches with permeability no greater (slower) than 1.0 x 10-5 cm/sec and a
vegetative support (topsoil) layer of at least 18 inches capable of sustaining native plant growth. Within 6 months
of the anticipated date of final receipt of waste, Moore County will select the material(s) to be used for the layer of
restricted permeability. Two choices currently anticipated are:
 18 inches of on-site 10-5 cm/sec soil
 18 inches of off-site 10-5 cm/sec soil
At that time, the existing soils available for capping the waste will be evaluated for compliance with the cap
system requirements. If soils of sufficient quantity and quality exist, a plan to incorporate those soils into the cap
system will be proposed for approval by NCDEQ. Alternatively, a geosynthetic cover system may be proposed.
Construction methods will be based upon the type and quality of the borrow source and will be verified in the field
using procedures outlined in the construction specifications and the Construction Quality Assurance (CQA) plan.
A professional engineer will certify that the installation of the low permeability layer conforms to the plans
approved by NCDEQ-DWM.
The vegetative support layer will consist of earthen material capable of sustaining native plant growth. It is
anticipated that this layer will consist of suitable on-site or off-site borrow material amended with compost or other
organic soil conditioner. The soil for this layer will be selected considering soil texture, remolded shear strength,
pH and organic content, erodibility, drainage, and other factors. The vegetation will be selected based upon the
following characteristics:
 Species of grasses that are locally adapted and resistant to drought and temperature extremes.
 Having roots that will not penetrate and disrupt the low permeability layer.
 Ability to thrive in low nutrient soil and develop a good stand to resist erosion.
 Ability to survive and function with minimal maintenance.
All cover material will be free of putrescible material, solid waste, construction debris, and other deleterious
materials.
4.3.4 Other Solid Waste Management Areas
A drop-off/recycling convenience area is available for the general public and is located at the entrance to the
facility. The public convenience area accepts aluminum cans, household trash, newspapers, magazines, scrap
metal, scrap tires (up to 5), appliances, glass, mixed paper, plastic (#1-7), cardboard, and electronic wastes.
These materials are sent to their final disposal destination as described in the Operation Plan and are not
disposed of in the landfill. Staging areas for emergency storm debris, yard waste, white goods, electronics waste,
scrap tires, and the public convenience area are shown on the Site Development Plan, Drawing 02.
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4.3.5 Special Engineering Features
There are no special engineering features proposed for the facility at this time.
April 2, 2020 (REV 1) 1895531
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Signature Page
Golder Associates NC, Inc.
Mark Taylor, PE Ron DiFrancesco, PE
Senior Consultant Principal and Practice Leader
MAT/JRD
Engineering Lic. No. C-2862/Geology Lic. No. C-399
Golder Associates NC, Inc. is a licensed user of the Golder trademark, and an associated operating entity.
Golder and the G logo are trademarks of Golder Associates Corporation.
https://golderassociates.sharepoint.com/sites/21690g/technical work/rtc/2019 facility plan rev1 rtc.docx

golder.com
Engineering Plan
Moore County Construction and Demolition Landfill
Substantial Amendment to Permit No. 63-01-CDLF-1992
Submitted to:
Moore County Public Works
5227 US Highway 15-501, Carthage, North Carolina, USA, 28327
Submitted by:
Golder Associates NC, Inc.
5B Oak Branch Drive, Greensboro, North Carolina, USA 27407
NC Engineering License No. C-2862
[phone]
1895531
April 2, 2020 (REV 1)
April 2, 2020 (REV 1) 1895531
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Table of Contents
1.0 PURPOSE AND SCOPE ................................................................................................................................ 1
2.0 FACILITY DESIGN.......................................................................................................................................... 1
2.1 Slope Stability....................................................................................................................................... 1
2.1.1 Global Stability ................................................................................................................................ 2
2.1.2 Veneer Stability ............................................................................................................................... 4
2.2 Settlement ............................................................................................................................................ 4
2.2.1 Elastic Settlement ........................................................................................................................... 5
2.2.2 Primary Consolidation Settlement................................................................................................... 6
2.2.3 Findings and Conclusions ............................................................................................................... 7
2.3 Location Restriction Demonstrations ................................................................................................... 7
2.3.1 Floodplain (13B .0536(c)(4)) ........................................................................................................... 7
2.3.2 WOTUS and Wetlands (13B .0536(c)(5)) ....................................................................................... 8
2.3.3 State Nature and Historic Preserves (13B .0536(c)(8)) .................................................................. 8
2.3.4 Water Supply Watersheds (13B .0536(c)(9)) .................................................................................. 8
2.3.5 Rare, Threatened and Endangered Species (13B .0536(c)(10)) .................................................... 8
3.0 CONSTRUCTION REQUIREMENTS ............................................................................................................. 8
3.1 Horizontal Separation (13B .0540(1)) .................................................................................................. 8
3.2 Vertical Separation (13B .0540(2)) ...................................................................................................... 9
3.3 Survey Control and Location Coordinates (13B .0540(3-4)) ................................................................ 9
3.4 Landfill Subgrade (13B .0540(5)) ....................................................................................................... 10
3.5 Special Engineering Structures - Cap System (13B .0540(6)) .......................................................... 10
3.6 Erosion and Sediment Control (13B .0540(7)) ................................................................................... 10
3.7 Construction Quality Assurance (CQA) (13B .0540(8) & (13B .0541) ............................................... 10
3.7.1 Construction Quality Assurance (CQA) Report ............................................................................ 11
4.0 DESIGN HYDROGEOLOGIC REPORT ....................................................................................................... 11
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APPENDICES
Appendix A – Analyses and Calculations
Appendix B – Technical Specifications
Appendix C – Location Restriction Demonstrations
Appendix D – Erosion and Sediment Control Plan
Appendix E – Construction Quality Assurance (CQA) Plan
Appendix F – Design Hydrogeologic Report
ENGINEERING PLAN DRAWINGS
Drawing 01 – Cover Sheet
Drawing 02 – Site Development Plan
Drawing 03 – Existing Conditions
Drawing 04 – Previously Permitted Final Grading Plan
Drawing 05 – Cell 6 Base Grade Plan
Drawing 06 – Seasonal High Groundwater Contour Map with Proposed Base Grades
Drawing 07 – Proposed Expansion Final Grading and Drainage Plan
Drawing 08 – Cross Sections
Drawing 09 – Cell 6 Expansion 5 Year Fill Sequencing
Drawing 10 – Final Cap and Drainage Details
DESIGN HYDROGEOLOGIC DRAWINGS
Drawing DH-1 – Cover Sheet
Drawing DH-2 – Piezometer and Monitoring Well Location Map
Drawing DH-3 – Groundwater Surface Contour Map – April 2, 2019
Drawing DH-4 – Hydrogeologic Cross-Sections – Lines of Section and Proposed Base Grades
Drawing DH-5 – Hydrogeologic Cross-Sections – A-A’, B-B’, C-C’, and D-D’
Drawing DH-6 – Seasonal High Groundwater Contour Map with Proposed Base Grades
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1.0 PURPOSE AND SCOPE
Golder Associates NC, Inc. (Golder), on behalf of Moore County, is requesting a Substantial Permit Amendment
from the North Carolina Department of Environmental Quality (NCDEQ) in order to construct Phases 6 through 8,
consisting of the new Cell 6 and additional airspace above Phase 5 at the Moore County Construction and
Demolition Debris (C&D) Landfill. The lateral expansion (Cell 6) will increase the disposal footprint from 21.7
acres to 27.3 acres and the landfill’s gross capacity to 2,500,000 cubic yards. This application has been prepared
in general accordance with North Carolina Solid Waste Management Rules .0533 and .0535 as amended
effective January 1, 2007.
This engineering report has been prepared specifically for the buildout of the final lateral expansion (Cell 6) of the
landfill development and incorporates the detailed plans and specifications relative to the design, construction and
performance of the containment and environmental control systems. This Engineering Plan builds upon, but does
not replace, the permit documents prepared by HDR Engineering, Inc. for Phases 1 through 5 (Phase IV Permit
Amendment Application, DIN 11236, July 2010).
2.0 FACILITY DESIGN
This section describes the analytical methods and site constraints used to inform and validate the design of the
lateral expansion (Cell 6), including analysis of slope stability and settlement of the built-out landfill, stormwater
management, and verification of applicable location restriction demonstrations. Input and output data and
references used in and resulting from the calculations can be found in Appendix A. Technical specifications for
major design and construction elements are included in Appendix B.
2.1 Slope Stability
The objective of the slope stability analysis was to evaluate the final geometry of the proposed lateral expansion
of the Moore County Landfill for waste slope stability and global slope stability.
Technical references used in the analysis include the following:
1. Geotechnical laboratory testing performed by Golder Associates and dated August 2018.
2. Borehole record logs for piezometers installed in May 2018 and prepared by Golder Associates and
monitoring wells installed in April 2003 and prepared by HDR Engineering of the Carolinas.
3. Soil Mechanics and Foundations, 2nd Edition, Budhu, M., 2007.
4. SLOPE/W, GeoStudio 2016 (v. 8.16.2), GEO-SLOPE International Ltd.
5. Permit Application Stability Calculations prepared by HDR Engineering, Inc. of the Carolinas dated
January and February 2009.
6. Permit Application Settlement calculation prepared by HDR Engineering, Inc. of the Carolinas dated
January 2009.
7. Permit Drawings for Moore County Construction and Demolition Landfill Permit Renewal prepared by
Golder Associates NC, Inc. dated September 2019.
8. “SHGW & Groundwater Surface Contour Map, November 27, 2018,” drawing prepared by Golder
Associates NC, Inc. dated February 18, 2019.
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9. EPA RCRA Substitute D (258) Seismic Design Guidance for Municipal Solid Waste Landfill Facilities,
EPA/600/R-95/051, April, 1995.
10. Peak Acceleration (%g) with 2% Probability of Exceedance in 50 Years, USGS Map, April 2014.
Assumptions made include the following:
1. Seasonal high ground-water elevations in Reference 8 are applicable to this calculation.
2. The unit weight of waste was obtained from References 5 and 6, with values of 55 and 75 pounds per
cubic foot (pcf). Both values are analyzed herein (Analysis Conditions 1 and 2).
3. The strength of waste historically used for the site (obtained from Reference 5) is defined by an angle of
internal friction of 30 degrees and a cohesion of 100 pounds per square foot (psf).
4. The subsurface can be simplified to layers of Clayey Sand (SC) and sandy Clay (CL). Given the general
homogeneity of these soils, the layers were combined into one unit of “subgrade” soils defined with an
angle of internal friction of 32 degrees. The unit weight of subgrade soils was defined as indicated in
Assumptions 5 and 6.
5. Reference 5 utilized subgrade soil unit weights of 102.5 pcf and 108 pcf in a sensitivity analysis.
Conservatively, a unit weight of 102.5 pcf was assigned to subgrade in Analysis Conditions 1 and 2 as
well as Analysis Conditions 3, which targeted failure surfaces within the subgrade.
6. Reference 1 indicates the average saturated unit weight for subgrade soils obtained from samples
collected from varying depth at locations PZ-2 and PZ-3 is 126 pcf. This value was assigned to subgrade
in Analysis Condition 4.
7. The geometry and soils encountered through Cross Section A are representative of the worst-case
stability scenario, having the longest side slope and greatest height of waste.
8. Seismic Acceleration Coefficient: A horizontal acceleration coefficient was entered into the Slope/W
program to simulate pseudo-static seismic conditions. Based on 40 CFR § 258.14, the landfill shall be
designed to resist the maximum horizontal acceleration with 10% probability of exceedance in 250 years.
This peak ground acceleration is typically found using the USGS Seismic Hazard Maps. The USGS
Seismic Hazard Maps were updated in 2014 and can be found at the USGS National Seismic Hazard
Mapping Project website (http://earthquake.usgs.gov/research/hazmaps/). The map for 10% probability
of exceedance in 250 years was not published; therefore, the map for 2% probability of exceedance in 50
years, which is equivalent to the 10% probability in 250 years, was used. The peak ground acceleration
for the site is 0.0855 g. The full 0.0855 was conservatively applied as the horizontal acceleration
coefficient for the pseudo-static seismic slope stability analyses.
9. Based on the current state-of-the-practice for geotechnical engineering, acceptable factors of safety (FS)
of 1.5 for static conditions and 1.1 for pseudo-static seismic loading conditions were assumed.
2.1.1 Global Stability
Global slope stability was evaluated for one cross-section through the planned lateral expansion. The computer
modeling program Slope/W was utilized to run slope stability analyses using Spencer’s method, which satisfies
both the force equilibrium and moment equilibrium equations.
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Consistent with the calculations completed in Reference 5, Golder identified four (4) critical analysis
conditions to be evaluated for slope stability. These conditions are:
• Analysis Condition 1 - Waste stability (waste unit weight of 55 pcf, subgrade unit weight of 102.5 pcf)
• Analysis Condition 2 - Waste stability (waste unit weight of 75 pcf, subgrade unit weight of 102.5 pcf)
• Analysis Condition 3 - Global stability through the subgrade (waste unit weight of 75 pcf, subgrade
unit weight of 102.5 pcf)
• Analysis Condition 4 - Global stability though the subgrade (waste unit weight of 75 pcf, subgrade unit
weight of 126 pcf)
Each of these conditions was evaluated for rotational and translational stability under both static and pseudo-
static conditions. Since no geosynthetic liner system will be utilized, the interface between the waste and
subgrade soils was evaluated primarily through the waste stability translational analyses.
The resulting factors of safety for the analysis conditions stated above and based on the inferred material
characteristics are summarized in the following table.
Table 1: Global Slope Stability Results
Stability Scenario Static Factor of Safety Pseudo-Static Factor of Safety
Analysis Condition 1 - Rotational 2.31 1.76
Analysis Condition 1 - Translational 2.39 1.82
Analysis Condition 2 - Rotational 2.24 1.71
Analysis Condition 2 - Translational 2.31 1.76
Analysis Condition 3 - Rotational 2.24 1.71
Analysis Condition 3 - Translational 2.71 1.97
Analysis Condition 4 - Rotational 2.24 1.71
Analysis Condition 4 - Translational 3.04 2.19

Based upon the assumptions and analysis presented herein, an adequate factor of safety against instability is
readily achieved under both long-term static (FS larger than 1.5), and pseudo-static seismic (FS larger than 1.1)
conditions for the cross section modeled. Select input and output data and references used in and resulting from
the slope stability calculations are included in Appendix A as “Slope Stability Analysis Attachments”.
The analyses show that variations in the unit weight of waste do not significantly impact the stability of the waste
under the current configuration. Additionally, the 126 pcf unit weight of the subgrade soils based on the samples
collected in Reference 1 leads to a higher factor of safety against failure through the subgrade soils below the
landfill. Use of the 102.5 pcf unit weight adds conservatism to the analyses; however, adequate factors of safety
were achieved using both values.
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2.1.2 Veneer Stability
Because the proposed cap system is unchanged from the current permitted design (by HDR Engineering, 2009),
Golder did not reproduce the veneer stability analysis, but rather reviewed and confirmed the prior analysis as
appropriate for the landfill cap design. The veneer stability analysis by HDR was performed assuming the failure
would occur at the interface of the infiltration barrier (modified soil layer) and the erosion layer (topsoil layer). The
calculation also assumed an infinite 3:1 slope and the erosion layer to be fully saturated. The HDR calculation is
included in Appendix A – Reference 5.
The HDR calculation concludes that the 3:1 slope meets the EPA factors of safety in both static and seismic
conditions. Other findings by HDR are as follows: 1) the minimum required cohesion for the vegetative soil layer
must meet or exceed 45 lb/sf which is equivalent to a minimum unconfined compressive strength of 90 lb/sf, 2)
the minimum required angle of internal friction of the vegetative soil layer, as shown by the calculations, is 25
degrees which is readily achievable by moderately compacted soils, and 3) the surface of the soil liner must be
scarified prior to placement of the vegetative layer to ensure bonding between the two layers.
2.2 Settlement
The objective of the settlement analysis was to estimate the elastic settlement of the sandy soils and
consolidation of the sandy clay layers under the anticipated loading of the proposed Cell 6 lateral expansion. The
results are used to verify the minimum four (4)-foot separation requirement between the post-settlement bottom of
waste and the seasonal high groundwater table. A separate discussion on vertical separation and derivation of the
seasonal high groundwater (SHGW) table is provided in Section 3.2 below.
Technical references used in the analysis include the following:
1.Geotechnical laboratory consolidation test report by Golder Associates dated September 2018.
2.Borehole record logs for piezometer PZ-3 installed in May 2018 and prepared by Golder Associates and
monitoring well MW-16D installed in April 2003 and prepared by HDR Engineering of the Carolinas.
3.Soil Mechanics and Foundations, 2nd Edition, Budhu, M., 2007.
4.Soil Mechanics in Engineering Practice, 3rd Edition, Terzaghi, Peck, Mesri, 1996.
5.Permit Application Settlement calculation prepared by HDR Engineering, Inc. of the Carolinas dated
January 2009.
6.Permit Drawings for Moore County Construction and Demolition Landfill Permit Renewal prepared by
Golder Associates NC, Inc. dated September 2019.
7.“SHGW & Groundwater Surface Contour Map, November 27, 2018” drawing (with Cell 6 base grades
added) prepared by Golder Associates NC, Inc. dated February 18, 2019.
8.Construction Requirements for C&DLF Facilities, 15A North Carolina Administrative Code 13B.0540,
accessed April 8, 2019.
Assumptions made include the following:
1.Elastic (or instantaneous) settlement will occur in the sand, silty sand, and Clayey Sand layers,
collectively referred to as the SC layers. Primary consolidation will occur in the sandy Clay (CL)
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layers. Secondary compression (i.e., after the complete dissipation of excess pore water pressure
during primary consolidation) will not be calculated in this analysis.
2. Two (2) analysis points were chosen based on information available from previous geotechnical
investigations and boring logs: PZ-3 and MW-16D. The subsurface stratigraphy throughout the Cell 6
lateral expansion is assumed to be consistent with that described in the boring logs for the two
analysis points herein. The subsurface, from ground surface down, consists of a SC layer, underlain
by a CL layer, underlain by a SC layer, underlain by a CL layer. It is assumed that the layers beneath
those analyzed do not have an appreciable impact on the overall settlement of the landfill liner.
3. The compression index (Cc), recompression (Cr), and initial void ratio values for the CL layer are
based on one-dimensional (1-D) consolidation laboratory testing from boring PZ-3 on the CL soil from
22 to 24 feet below ground surface (bgs) from the Geotechnical Investigation (Reference 1 and 2).
These values will be applicable to all CL layers encountered. The 1-D consolidation results indicated
the material was slightly over-consolidated with an over-consolidation ratio (OCR) of approximately
1.1. For the purposes of this analysis, these layers were assumed to be normally consolidated.
4. Seasonal high ground-water elevations in Reference 7 are applicable to this calculation.
5. The full height of waste loading to Elevation 475 feet will be applied to the analysis point at MW-16D.
6. The soil unit weights from Reference 5 are appropriate for use in this calculation.
7. A Poisson’s ratio of 0.3 can be applied to all soils in this analysis.
8. The locations are uniformly loaded by the waste.
9. Since the base of the landfill grading are lower than existing ground surface, the weight of the
excavated soil should be subtracted from the calculated applied loading. In accordance with the
analysis provided in Reference 5, a unit weight of 105 pounds per cubic foot (pcf) will be applied to
excavated soil.
The settlement of the underlying soils at two points, PZ-3 and MW-16D and under the proposed waste
loading was calculated using elastic settlement and one-dimensional consolidation test results and analysis
for fine-grained layers. Soil engineering properties used in the analyses are shown in Table 1 (Appendix A).
Per Reference 8, the post-settlement bottom of waste elevation must be a minimum of 4 feet above the
seasonal high groundwater table.
2.2.1 Elastic Settlement
Elastic settlement was calculated for the SC layers. Elastic (or instantaneous) settlement is calculated using
the following equation:
𝑆𝑆𝑒𝑒= ∆𝑃𝑃(𝐻𝐻)�𝐸𝐸 (1 − 𝜈𝜈)(1 +𝜈𝜈)(1 −2𝜈𝜈)�

Where: Se = Elastic settlement (ft)
ΔP = Pressure increase due to the placement of load (lb/ft2)
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H = Layer thickness (ft)
E = Modulus of Elasticity (lb/ft2)
ν = Poisson’s Ratio

Instantaneous settlement was calculated for both SC layers as shown in the spreadsheet included as Table 2
(Appendix A). The pressure increase is determined by multiplying the anticipated soil layer thicknesses by the
unit weight of the layer soil. The modulus of elasticity and Poisson’s ratio are assumed values from Reference 3.
2.2.2 Primary Consolidation Settlement
Primary consolidation was calculated for the CL layers. Given the assumed OCR of 1.0 (see Assumption 3), for
final vertical effective stress (current vertical effective stress plus the applied loading) greater than the maximum
past pressure, the soil passes from recompression into virgin consolidation and is calculated using the following
equation: 𝑠𝑠𝑐𝑐=�𝐶𝐶𝑟𝑟𝐻𝐻𝑜𝑜1 +𝑒𝑒𝑜𝑜log 𝑃𝑃𝑐𝑐𝑃𝑃′𝑜𝑜+𝐶𝐶𝑐𝑐𝐻𝐻𝑜𝑜1 +𝑒𝑒𝑜𝑜log𝑃𝑃′𝑜𝑜+∆𝑃𝑃𝑃𝑃𝑐𝑐�

Where: Sc = Primary settlement (ft)
CC = Compression index
Cr = Recompression index
P’0 = Initial effective overburden stress for layer (psf)
ΔP = Stress increase due to equipment loading (psf)
Pc = Maximum past stress on layer (psf)
Ho = Initial layer thickness (feet)
e0 = Initial void ratio
Calculated primary consolidation settlement for all points of interest and the calculated values are shown in the
spreadsheet included as Table 3 (Appendix A). The initial effective overburden stress reflects the weight of the
existing soil profile. The consolidation is calculated at the midpoint of the layer being analyzed.
As an example, to calculate the consolidation at the point PZ-3, there are two (2) CL layers encountered occurring
at depths of 20 to 24 feet bgs and 30 to 48 feet bgs.
For the midpoint of the 20-24 ft bgs layer:
𝑠𝑠𝑐𝑐=�0.03 41+0.57 log 22001602.3 +0.13 41+0.57log (1625.9 +1602.3)2200 �
𝑠𝑠𝑐𝑐=0.065 𝑓𝑓𝑓𝑓=0.78𝑖𝑖𝑖𝑖𝑖𝑖ℎ𝑒𝑒𝑠𝑠
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For the midpoint of the 30-48 ft bgs layer:
𝑠𝑠𝑐𝑐=�0.03 181+0.57 log 27002469.5 +0.13 181+0.57log (2469.5 +1602.3)2700 �
𝑠𝑠𝑐𝑐=0.28 𝑓𝑓𝑓𝑓=3.4 𝑖𝑖𝑖𝑖𝑖𝑖ℎ𝑒𝑒𝑠𝑠
2.2.3 Findings and Conclusions
The elastic settlement and primary consolidation of the soils below the proposed Cell 6 lateral expansion landfill
base grades were calculated under the proposed waste loading, which in all cases produced applied loading
greater than the past pressure vertical stress on the fine-grained (SC and CL) layers. The primary consolidation of
each of the CL layers encountered was calculated at the mid-point of each. Select input and output data and
references used in and resulting from the settlement calculations are included in Appendix A as “Settlement
Analysis Attachments”.
This estimated magnitude of elastic settlement and consolidation under the proposed loading is 0.74 feet under
the greatest proposed waste loading at MW-16D and is 0.39 feet at PZ-3 under the proposed waste loading at
that location.
The proposed base grade at MW-16D is Elevation 374.0 FT and the seasonal high groundwater elevation is
approximately Elevation 368.0 FT. After 0.74 feet of settlement the bottom of waste would be at Elevation 373.26
FT, which is greater than 4 feet (5.26 feet) above the seasonal high groundwater elevation.
At PZ-3, the proposed base grade is Elevation 374.4 FT. For the calculated settlement of 0.39 feet, the bottom of
waste in this area would be at post-settlement Elevation 374.01 FT, which is greater than 4 feet (5.71 feet) above
the seasonal high groundwater elevation of 368.3 FT.
2.3 Location Restriction Demonstrations
The area of the proposed lateral expansion (Cell 6) is located entirely within the facility boundary originally
permitted in April 1987 for development of the now-closed MSW landfill (MSWLF) east of the C&D landfill (CDLF).
NC DEQ’s Division of Waste Management has confirmed with Moore County that the facility property boundary is
one and the same as the facility boundary (pre-application meeting on May 22, 2018). The existing CDLF was
initially permitted in March 2000 (DIN 24615). Though documentation of the approved Site Study that preceded
issuance of the 1987 MSWLF permit and the 2000 CDLF permit cannot be located by either Moore County or NC
DEQ, presumably due to file destruction after archiving, it is understood that the site location and suitability
requirements in effect for MSWLFs at those times were satisfied.
As such, the following demonstrations are offered to confirm the continuing satisfaction of applicable location
restrictions. Two of the criteria included in 13B .0536(c)(4-10), namely .0536(c)(6-7), are facility-wide in scope and
not subject to change over time, thus they would have been addressed and satisfied in the approved Site Study
and are not reexamined here.
2.3.1 Floodplain (13B .0536(c)(4))
The expanded landfill footprint and adjacent infrastructure is well above the 100-year floodplain as documented
on the FEMA NFIP Flood Insurance Rate Map (FIRM) No. 3710854000J included in Appendix C. A zoom view of
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the area in question, also included in Appendix C, shows the 100-year flood elevation ranges between Elevation
351 FT and Elevation 355 FT adjacent to the landfill. The landfill grades surrounding the west side of the landfill
lie above elevation 366 FT.
2.3.2 WOTUS and Wetlands (13B .0536(c)(5))
There are no Waters of the United States, including jurisdictional wetlands, located within the proposed landfill
expansion or soil borrow areas. This was confirmed by a literature review and field investigation performed by
Golder in July 2018. The report of that assessment is included in Appendix C.
2.3.3 State Nature and Historic Preserves (13B .0536(c)(8))
Though there does not appear to be a single reference source for State Nature and Historic Preserves in North
Carolina, the websites of the NC State Historic Preservation Office and the NC Division of Parks and Recreation
were searched for any designated lands of significance in close proximity to the Moore County Landfill.
There is one property adjacent to the East side of the landfill property that has been declared eligible for listing in
the National Register of Historic Places, namely Chapin’s Orchard. Refer to the letter from the State Historic
Preservation Office dated October 7, 2019 and the historic structures map from NCHPO’s interactive HPOWEB
2.0 mapping application, both included in Appendix C. Based on the purpose for its designation (recognition and
preservation for its “association with events that have made significant contribution to the broad patterns of our
history”) and the location of Chapin’s Orchard in relation to the landfill, the proposed lateral expansion of the
active CDLF to the West will not have an adverse impact on the Chapin’s Orchard land.
There are no State Natural Areas in close proximity to the site (https://www.ncparks.gov/more-about-us/about-
state-parks-system/state-natural-areas).
2.3.4 Water Supply Watersheds (13B .0536(c)(9))
The Moore County Landfill is not located in a critical area of a water supply watershed or in an otherwise
restricted watershed. It is located in a WS-II watershed in the Lumber River basin as shown on the watershed
map obtained from NCDEQ’s Interactive Watershed Map included in Appendix C.
2.3.5 Rare, Threatened and Endangered Species (13B .0536(c)(10))
There are no rare, threatened or endangered species located within the proposed landfill expansion or soil borrow
areas. This was confirmed by a literature review and field investigation performed by Golder in July 2018. The
report of that assessment is included in Appendix C.
3.0 CONSTRUCTION REQUIREMENTS
This section addresses the construction requirements set forth in Rule .0540 and the materials and construction
practices required for the construction of Cell 6 and the closure of the completed landfill.
3.1 Horizontal Separation (13B .0540(1))
A property line buffer of 200 feet has been maintained between the lateral expansion (Cell 6) and the western
property line as shown on Drawing 02. There are no off-site residential structures or wells within 500 feet of the
expansion limits. Surface water buffers of 50 feet have been maintained between the lateral expansion (Cell 6)
and the western property line as shown on Drawing 02.
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3.2 Vertical Separation (13B .0540(2))
Because the site is located in the Coastal Plain physiographic province, bedrock is not expected beneath the site,
and it was not encountered during the Design Hydrogeologic Investigation of the proposed Cell 6 area. Bedrock
was not a limiting factor in the design of the proposed Cell 6 waste disposal unit.
The seasonal high groundwater elevations for the Cell 6 footprint were estimated using the recorded historical
groundwater elevations of existing site monitoring wells with an emphasis on the last 10 years of groundwater
elevation data. The historical data were combined with the recent groundwater elevations recorded from the
newly installed piezometers and groundwater monitoring wells associated with the proposed Cell 6 lateral
expansion. As expected, there has been limited variability in the potentiometric surface, or groundwater contours,
at the site because the site is bound hydraulically by Horse Creek and several tributaries that transect the site.
Upon evaluation of the data, it was established that the average difference in the maximum groundwater elevation
and the mean groundwater elevation over the last 10 years in the piezometers and groundwater monitoring wells
within or near the proposed Cell 6 footprint was approximately 2.0 feet. Therefore, 2.0 feet was added to the
mean groundwater elevation from the last ten (10) years for each monitoring location. The result of this addition
was then rounded to the nearest 0.5 foot. If the resulting groundwater elevation was greater than the maximum
recorded groundwater elevation for the last ten (10) years, the estimated groundwater elevation was used for the
estimated seasonal high. If the resulting groundwater elevation was less than the maximum recorded
groundwater elevation, the maximum recorded groundwater elevation was rounded to the nearest 0.5 foot and
used as the estimated seasonal high groundwater elevation.
Cross sections illustrating the vertical separation are shown on Drawing 08. The data and analysis used to
generate the SHGW surface is included in Appendix A (Table 8 from the Design Hydrogeologic Report (Appendix
F)). A more thorough discussion of the derivation of the seasonal high groundwater contours is provided in
Paragraph 6.1.2 of the Design Hydrogeologic Report.
The SHGW surface presented by Golder is for the Cell 6 footprint only. SHGW contours and base grades for Cells
1-5 were taken from the “Phase IV” permit application prepared by HDR Engineering.
The proposed base grades for Cell 6 were designed using a limiting 3D surface defined by the SHGW surface
plus 5.0 feet to provide a margin of safety, and the actual differences exceeded 5 feet in most areas. The post-
settlement bottom elevation of the Cell 6 area will be at least four (4) feet above the seasonal high groundwater
(SHGW) table (see Paragraph 2.2.3).
3.3 Survey Control and Location Coordinates (13B .0540(3-4))
Three (3) semi-permanent site benchmarks have been established near the landfill for horizontal and vertical
control (MC01, MC02 and MC07) . A total of eight (8) semi-permanent site benchmarks have been established for
the site. All five are referenced to the North Carolina State Plane (NCSP) coordinate system and are shown on
Drawing 02 with coordinates annotated.
The following Lat-Long coordinates designate the approximate center of the C&D landfill footprint as shown on the
drawings:
 Latitude: 35.1503°
 Longitude: 79.4917°.
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3.4 Landfill Subgrade (13B .0540(5))
As reported in Paragraph 4.2.1 of the Design Hydrogeologic Report, the shallow in-situ soils of Cell 6 consist
primarily of poorly graded fine sand or silty sand with some clayey sand inclusions (SM and SC soils). Laboratory
derived permeabilities for soils in the vicinity of the proposed base grades ranged from 5.3 x 10-6 cm/sec to 8.2 x
10-3 cm/sec.
The subgrade will be graded in accordance with Drawing 05 and documented in accordance with the CQA Plan in
Appendix E. During construction, the subgrade will be inspected by a qualified geologist or engineer when the
excavation is complete. At least 24 hours before the subgrade inspection, NCDEQ will be notified.
The in-situ or modified soils making up the upper 2 feet of separation are required to consist of the following soil
types: SC, SM, ML, CL, MH, or CH per the Unified Soil Classification System (USCS). Therefore, it is not
anticipated that the upper 2 feet will need to be modified.
3.5 Special Engineering Structures - Cap System (13B .0540(6))
The final grading configuration prior to installation of the cap system is shown on Drawing 07. The proposed final
contours reflect the top of intermediate cover. The soil cap system will be comprised of 18 inches of low
permeability soil (k ≤ 1 x 10-5 cm/sec) overlain by 18 inches of topsoil to support a vigorous stand of vegetation, as
currently permitted. A detail of the proposed cap system is shown on Drawing 10.
3.6 Erosion and Sediment Control (13B .0540(7))
An Erosion and Sediment Control (E&SC) Plan was submitted by HDR Engineering for Cells 1 through 5 in
September 2009 and was approved by the NC Division of Land Resources, Land Quality Section on November
25, 2009. Refer to Appendix D for a copy of the plan including the Letter of Approval.
Golder reviewed the plan and has determined that it is adequate in scope, i.e., it incorporates the lateral
expansion (Cell 6). The plan is comprehensive, technically sound, and is still applicable for the expanded landfill.
Particular attention was given to the sediment ponds and their sizing, and the design drainage areas are believed
to have included the Cell 6 area plus other contiguous areas. As such, Golder is relying on the approved plan for
the purposes of this application. When construction plans are prepared for the development of the landfill
expansion, they will include all necessary work elements and materials to restore or replace any missing or
degraded E&SC measures and stabilize any areas freshly disturbed by construction.
Erosion and sediment control measures will be rehabilitated and maintained during the development and
operation of Cell 6 to minimize on-site erosion and to prevent sediment from leaving the landfill property.
3.7 Construction Quality Assurance (CQA) (13B .0540(8) & (13B .0541)
A Construction Quality Assurance (CQA) Plan has been prepared to provide the County, Engineer, and CQA
Consultant the means to monitor and document construction quality and to satisfy landfill certification
requirements under current North Carolina Solid Waste Management regulations. The CQA Plan was developed
in general accordance with Rule 13B .0541 and is located in Appendix E.
The CQA Plan describes the criteria, observations and tests that will be used before, during, and upon completion
of construction to ensure that the construction and materials meet the design specifications and the construction
and certification requirements.
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3.7.1 Construction Quality Assurance (CQA) Report
A CQA report will be prepared following the construction of Cell 6 and will contain the results of all construction
quality assurance and construction quality control testing, including documentation of any failed test results,
descriptions of procedures used to correct the improperly installed material, and results of all retesting performed.
The CQA report will contain as-built drawings noting any deviation from the approved engineering plans and will
also contain a comprehensive narrative including, but not limited to, daily reports from the project engineer, a
series of color photographs of major project features, and documentation of proceedings of all progress and
troubleshooting meetings.
For construction of the cell, a CQA report will be submitted to NCDEQ:
 after completion of landfill cell construction in order to obtain a permit to operate; and
 after completion of cap system construction in accordance with the requirements of the Closure Plan.
Each CQA report will bear the seal of the certifying engineer and a certification that construction was completed in
accordance with:
 the CQA plan;
 the conditions of the permit to construct;
 the requirements of 13B .0541 and the Closure Plan; and
 acceptable engineering practices.
4.0 DESIGN HYDROGEOLOGIC REPORT
The Design Hydrogeologic Report for the lateral expansion is included in Appendix F.

.
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Signature Page
Golder Associates NC, Inc.
Mark Taylor, PE Ron DiFrancesco, PE
Senior Consultant Principal and Practice Leader
MAT/JRD
Engineering Lic. No. C-2862/Geology Lic. No. C-399
Golder Associates NC, Inc. is a licensed user of the Golder trademark, and an associated operating entity.
Golder and the G logo are trademarks of Golder Associates Corporation.
https://golderassociates.sharepoint.com/sites/21690g/technical work/rtc/2019 engineering plan rev1 rtc.docx

golder.com
CQA PLAN
CONSTRUCTION QUALITY ASSURANCE PLAN
Moore County C&D Landfill, Aberdeen, NC
SWP NO. 63-01-CDLF-1992
Submitted to:
Moore County Public Works
5227 US Highway 15-501
Carthage, North Carolina, USA, 28327
Submitted by:
Golder Associates NC, Inc.
5B Oak Branch Drive,
Greensboro, North Carolina, USA 27407
[phone]
1895531
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Table of Contents

1.0 INTRODUCTION ............................................................................................................................................. 5
1.1 Project Description ............................................................................................................................... 5
1.2 Definitions ............................................................................................................................................. 5
1.2.1 Quality Control ................................................................................................................................ 5
1.2.2 Quality Assurance ........................................................................................................................... 5
1.2.3 Lot ................................................................................................................................................... 6
1.2.4 Panel ............................................................................................................................................... 6
1.2.5 Subgrade Surface ........................................................................................................................... 6
1.3 Parties .................................................................................................................................................. 6
1.3.1 Owner .............................................................................................................................................. 6
1.3.2 Engineer .......................................................................................................................................... 6
1.3.3 Contractor ....................................................................................................................................... 6
1.3.4 CQA Consultant .............................................................................................................................. 6
1.3.5 Geosynthetic CQA Laboratory ........................................................................................................ 7
1.3.6 Geotechnical CQA Laboratory ........................................................................................................ 7
2.0 CQA PARTIES ................................................................................................................................................ 7
2.1 CQA Consultant ................................................................................................................................... 7
2.2 Geotechnical CQA Laboratory ............................................................................................................. 7
2.3 Geosynthetic CQA Laboratory ............................................................................................................. 7
3.0 CQA TESTING AND INSPECTION CRITERIA .............................................................................................. 8
3.1 General Preconstruction Activities ....................................................................................................... 8
3.2 Earthworks ........................................................................................................................................... 8
3.2.1 Preconstruction Testing .................................................................................................................. 8
3.2.2 Soil Excavation and Fill ................................................................................................................... 9
3.2.3 Liner Subgrade Preparation .......................................................................................................... 10
3.2.4 Final Cover, Protective Cover and Vegetative Support Layer Soils ............................................. 10
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3.3 HDPE Geomembrane ........................................................................................................................ 11
3.3.1 Manufacture of Geomembrane ..................................................................................................... 11
3.3.2 Transportation and Delivery .......................................................................................................... 13
3.3.3 Conformance Testing .................................................................................................................... 13
3.3.4 Construction .................................................................................................................................. 14
3.3.4.1 HDPE Geomembrane Trial Seams ............................................................................................ 15
3.3.4.2 HDPE Geomembrane Non-Destructive Testing ........................................................................ 16
3.3.4.3 HDPE Geomembrane Destructive Testing ................................................................................ 17
3.3.4.4 HDPE Geomembrane Repairs .................................................................................................. 18
3.3.4.5 Final Inspection .......................................................................................................................... 18
3.4 LLDPE Geomembrane ....................................................................................................................... 18
3.4.1 Manufacture of Geomembrane ..................................................................................................... 18
3.4.2 Transportation and Delivery .......................................................................................................... 20
3.4.3 Conformance Testing .................................................................................................................... 21
3.4.4 Construction .................................................................................................................................. 21
3.4.4.1 LLDPE Geomembrane Trial Seams .......................................................................................... 23
3.4.4.2 LLDPE Geomembrane Non-Destructive Testing ....................................................................... 24
3.4.4.3 LLDPE Geomembrane Destructive Testing ............................................................................... 24
3.4.4.4 LLDPE Geomembrane Repairs ................................................................................................. 25
3.4.4.5 Final Inspection .......................................................................................................................... 26
3.5 Geosynthetic Clay Liner ..................................................................................................................... 26
3.5.1 Manufacture of GCL ...................................................................................................................... 26
3.5.2 Quality Assurance Testing ............................................................................................................ 27
3.5.3 Transportation and Delivery .......................................................................................................... 28
3.5.4 Construction .................................................................................................................................. 28
3.5.4.1 GCL Subgrade ........................................................................................................................... 28
3.5.4.2 Anchor Trench Construction ...................................................................................................... 28
3.5.4.3 GCL Deployment ....................................................................................................................... 29
3.5.4.4 Repairs ....................................................................................................................................... 29
3.5.4.5 GCL Protection .......................................................................................................................... 29
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3.5.4.6 Final Inspection .......................................................................................................................... 30
3.6 Geonet and Geonet Composite ......................................................................................................... 30
3.6.1 Manufacture of Geonet Composite ............................................................................................... 30
3.6.2 Conformance Testing .................................................................................................................... 31
3.6.3 Transportation and Delivery .......................................................................................................... 31
3.6.4 Construction .................................................................................................................................. 31
3.7 Geotextile ........................................................................................................................................... 32
3.7.1 Manufacture of Geotextile ............................................................................................................. 32
3.7.2 Transportation and Delivery .......................................................................................................... 34
3.7.3 Construction .................................................................................................................................. 34
3.8 Leachate Collection Drainage Layer .................................................................................................. 34
3.8.1 Material Evaluation ....................................................................................................................... 34
3.8.1.1 Preconstruction Material Evaluation .......................................................................................... 35
3.8.2 Construction Observation and Testing ......................................................................................... 35
3.8.3 Defects and Repairs ..................................................................................................................... 36
3.9 HDPE Piping ...................................................................................................................................... 36
3.9.1 Manufacture of HDPE Pipe ........................................................................................................... 36
3.9.2 Transportation and Delivery .......................................................................................................... 37
3.9.3 Construction .................................................................................................................................. 37
3.9.3.1 Pipe Placement .......................................................................................................................... 37
3.9.3.2 Non-destructive Testing ............................................................................................................. 37
3.9.3.3 Final Inspection .......................................................................................................................... 37
4.0 CONSTRUCTION QUALITY ASSURANCE DOCUMENTATION ............................................................... 38
4.1 CQA Report Contents ........................................................................................................................ 38

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1.0 INTRODUCTION
This Construction Quality Assurance (CQA) Plan has been prepared for the Moore County C&D Landfill (Facility)
located in Aberdeen, North Carolina. Specifically, this Plan describes the practices and testing associated with
constructing the components of the landfill base grade and final cover systems used at the Facility, including
piping and drainage components. In addition, practices and testing associated with constructing geosynthetic
components of a final cover system are included in case that option is chosen over a soil cap.
A CONTRACTOR familiar with earthwork and geosynthetics installation will provide construction services, and a
CQA Consultant will ensure the conformance of construction activities to established CQA standards. In most
instances, the CONTRACTOR will perform all earthwork activities and will retain a qualified geosynthetics installer
for installation of geosynthetic materials, if and where called for. The CQA Plan provides guidance information and
procedures that should be undertaken by all parties to ensure the necessary quality of work.
This CQA Plan is a supplemental document to the Construction Drawings and Technical Specifications. Where a
conflict arises, the contract documents will govern.
1.1 Project Description
The activities addressed under this CQA Plan include the following activities, all of which may not apply to any
given project scope of work:
1) Earthworks;
2) Geomembrane (for base liner and final cover systems);
3) Geonet, geocomposite, and geotextiles;
4) Leachate Collection Layer; and,
5) Protective Cover Layer and Vegetative Support Layer soils.
1.2 Definitions
1.2.1 Quality Control
A planned system of activities, or the use of such a system, whose purpose is to provide a level of quality that
meets the needs of users. The objective of quality control is to provide quality that is safe, adequate, dependable,
and economical. The overall system involves integrating the quality factors of several related steps including: the
proper specification of what is wanted, production to meet the full intent of the specification, inspection to
determine whether the resulting material, product, service, etc. is in accordance with the Technical Specifications,
and review of usage to determine necessary revisions of Technical Specifications.
In practice, Quality Control refers to those procedures, criteria, and tests employed and paid for by the
CONTRACTOR(s) to confirm that the work satisfies the CONTRACTOR's standards and is in compliance with the
Construction Drawings and Technical Specifications. This plan does not address quality control procedures,
criteria, and/or tests employed by the CONTRACTOR.
1.2.2 Quality Assurance
A planned system of activities whose purpose is to provide assurance that the overall quality control program is in
fact being effectively implemented. The system involves a continuing evaluation of the adequacy and
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effectiveness of the overall quality control program with the ability to have corrective measures initiated where
necessary. For a specific material, product, service, etc., this involves verifications, audits, and the evaluation of
the quality factors that affect the specification, production, inspection, and use of the product, service, system, or
environment.
In practice, Quality Assurance refers to those procedures, criteria, and tests required and paid for by the OWNER
to confirm that the work performed by the CONTRACTOR(s) is in compliance with the approved Construction
Drawings and Technical Specifications and any additional requirements of this plan.
1.2.3 Lot
A quantity of resin (usually the capacity of one rail car) used in the manufacture of polyethylene geomembrane
rolls. The finished roll will be identified by a roll number traceable to the resin lot used.
1.2.4 Panel
The unit area of geomembrane that will be seamed in the field. A panel is identified as a roll or portion of a roll that
is larger than 100 square feet.
1.2.5 Subgrade Surface
The surface which immediately underlies the geosynthetic material(s).
1.3 Parties
1.3.1 Owner
The OWNER is the individual, corporation, entity, public body, or authority with whom the CONTRACTOR has
entered into the Agreement and for whom the Work is performed. For this project, the OWNER is Advanced
Disposal Services, Inc.
1.3.2 Engineer
The ENGINEER is an official representative of the OWNER. The ENGINEER is responsible for the preparation of
the Construction Drawings and Technical Specifications of the project and for preparation of the CQA Plan. The
ENGINEER is also responsible for the interpretation of those documents and for resolution of technical matters
that arise during construction. For this project, the ENGINEER is Golder Associates, Inc.
1.3.3 Contractor
The CONTRACTOR has the primary responsibility for ensuring that the project is constructed in accordance with
the Construction Drawings and Technical Specifications developed by the ENGINEER and approved by the
permitting agency. Other responsibilities include the performance of all construction activities at the site including
site facilities, administration, material purchasing, safety, supervision, construction quality control, installation, and
subcontracting. The CONTRACTOR is responsible for the protection of completed work until it is accepted by the
OWNER. The CONTRACTOR is also responsible for informing the OWNER and CQA Consultant of the
scheduling and occurrence of all construction activities.
1.3.4 CQA Consultant
The CQA Consultant is an entity, independent from the OWNER, CONTRACTOR(s), Manufacturer, and Installer,
that is responsible for observing, testing, and documenting activities related to the quality assurance at the site.
This party will perform laboratory testing of soils and other earth materials for material evaluation and verification
purposes. This party will also observe installation of the geosynthetic cap and coordinate sampling and testing of
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the geosynthetics with the Geosynthetic CQA Laboratory. The CQA Consultant is also responsible for issuing a
certification report, sealed by an North Carolina licensed Professional Engineer.
1.3.5 Geosynthetic CQA Laboratory
The geosynthetic CQA laboratory shall be independent from the OWNER, CONTRACTOR, Manufacturer, or
Installer, responsible for completing laboratory tests on samples of geosynthetics obtained at the site or during
manufacturing.
1.3.6 Geotechnical CQA Laboratory
The geotechnical CQA laboratory shall be independent from the OWNER or CONTRACTOR, responsible for
completing laboratory tests on soil samples obtained at the site or source.
2.0 CQA PARTIES
2.1 CQA Consultant
The OWNER will retain a CQA Consultant to assure that proper construction techniques and procedures are used
and to verify that the materials used meet the Technical Specifications. The CQA Consultant must employ
engineers experienced in the field of landfill construction and licensed to practice in the State of North Carolina. At
the completion of the work, the program requires certification reports indicating that the facility has been
constructed in accordance with the Technical Specifications and approved permit. It is the responsibility of the
certifying engineer to prepare these reports.
2.2 Geotechnical CQA Laboratory
The Geotechnical CQA Laboratory must have experience in testing soil and aggregate materials and be familiar
with ASTM International (ASTM) test standards and other applicable test standards as required in the Technical
Specifications. The geotechnical laboratory must have proven their abilities on previous work with the ENGINEER
and shall provide the ENGINEER with their Qualifications and Experience (Q&E) package demonstrating their
experience as it relates to the Technical Specifications. The Q&E package shall include a project list showing the
name, address, and telephone number of the appropriate party to contact. The Geotechnical CQA Laboratory
must be capable of providing test results within five days of receipt of samples.
The Geotechnical CQA Laboratory shall provide a contract administrator/project manager for the project as the
responsible person to contact. This person shall oversee the analytical procedures and testing as well as review
and reporting of the results. The Geotechnical CQA Laboratory is responsible for performing all geotechnical
laboratory tests and formally submitting results to the ENGINEER as required in the Technical Specifications.
2.3 Geosynthetic CQA Laboratory
The Geosynthetic CQA Laboratory must have experience in testing geosynthetics, and must conform to ASTM,
National Sanitation Foundation (NSF), Geosynthetic Research Institute (GRI), and other applicable test
standards, as required in the Technical Specifications. The geosynthetic laboratory must have proven their
abilities on previous work with the ENGINEER or shall provide the ENGINEER with their Qualifications and
Experience (Q&E) package demonstrating their experience as it relates to the Technical Specifications. The Q&E
package shall include a project list showing the name, address, and telephone number of the appropriate party to
contact. The Geosynthetic CQA Laboratory must be capable of providing test results within 48 hours from receipt
of samples.
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The Geosynthetic CQA Laboratory shall provide a contract administrator/project manager for the project as the
responsible person to contact. This person shall oversee the analytical procedures and testing as well as review
and reporting of the results. The Geosynthetic CQA Laboratory is responsible for performing all geosynthetic
laboratory tests and formally submitting results to the ENGINEER as required in the Technical Specifications.
3.0 CQA TESTING AND INSPECTION CRITERIA
This section of the CQA Plan describes the inspection activities (observations and tests) that will be performed
during construction to ensure that the facility is constructed to meet or exceed all design criteria, plans, and
specifications.
The CQA Consultant shall issue a written daily report of activities. These reports shall include, at a minimum:
observations, test results, problems encountered, and solutions achieved. Construction reports summarizing
significant events, as well as addressing all problems encountered and their solutions shall be issued to the
ENGINEER. The format of these reports and frequency shall be established at the pre-construction meeting.
3.1 General Preconstruction Activities
Prior to the start of construction, a preconstruction meeting shall be held among the OWNER, the ENGINEER,
CQA Consultant, Geomembrane Installer, and the CONTRACTOR responsible for completing the work. The
topics covered at this meeting shall include, but not be limited to:
1) Providing each party with all relevant CQA documents and supporting information
2) Familiarizing each organization with the site-specific CQA plan, its role relative to accomplishing the intent of
the design, as well as review of the Construction Drawings and Technical Specifications
3) Reviewing the responsibilities of each party
4) Reviewing lines of authority and communication for each organization
5) Discussing the established procedures or protocol for construction, change orders, deficiencies, repairs, and
retesting
6) Reviewing methods of documenting and reporting inspection data
7) Reviewing work area security and safety protocol
8) Discussing procedures for the location and protection of construction materials, and for the prevention of
damage of the materials from inclement weather or other adverse events
9) Conducting a site walk to review site conditions as well as material staging and storage locations
10) Discussing the proposed construction plan, schedule, and procedures
11) Clarifying installation, testing, and acceptance criteria and procedures
3.2 Earthworks
3.2.1 Preconstruction Testing
The CONTRACTOR shall provide the CQA Consultant or ENGINEER samples from each off-site borrow source
to be used as structural fill or clay soil liner/cover. For on-site borrow sources, the CQA Consultant or ENGINEER
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shall obtain samples for such uses prior to or during earthwork operations. From each borrow source,
representative composite sample(s) shall be tested for the following:
1) Soil Classification (ASTM D2487, which includes Grain Size Analysis - ASTM D422 (or D6913) and
Atterberg Limits - ASTM D4318); two per source or material type.
2) Compaction Testing (Standard Proctor - ASTM D698); two per source or material type.
3) Permeability (ASTM D5084 or D2434), if a minimum or maximum permeability is specified; two per source or
material type or as needed to establish the required permeability vs. moisture-density relationships.
4) Shear Strength (ASTM D4767), if a minimum shear strength is specified.
5) Environmental testing, such as TPH and TCLP, may be required for questionable borrow sources at the
OWNER’s discretion (see NC Preliminary Soil Remediation Goals (PSRG) dated December 2019).
3.2.2 Soil Excavation and Fill
Excavation and fill placement shall take place under observation of the CQA Consultant. Fill shall be placed in lifts
of no greater than nine inches (compacted thickness) to the lines and grades shown on the Construction
Drawings. The CQA Consultant shall collect samples for laboratory testing and provide in-situ moisture and
density testing in compliance with the Technical Specifications.
Fill material shall be tested at the frequencies shown below. Testing of trench backfill material will involve in-place
moisture content and density tests in accordance with ASTM D6938 at one test per 100 linear feet of trench in lieu
of the moisture and density frequencies listed below.
Property (1) Test Method QA Testing Frequency
USCS Soil Classification (2) ASTM D2487 1 per 5,000 yd3
Moisture Content (3) ASTM D2216-19 1 per 10,000 yd3
Moisture-Density Relationship
(Standard Proctor) (3)
ASTM D698 1 per 10,000 yd3
In-place density ASTM D6938-17a
ASTM D2937-17e2
ASTM D8167/D8167M-18a
1 per 10,000 ft2/lift
In-place moisture content ASTM D6938-17a
ASTM D4959-16
1 per 10,000 ft2/lift
1) The CQA Consultant shall prepare a drawing showing the approximate horizontal and vertical locations of all test locations. 2) Includes grain size (ASTM D422 or D6913) and Atterberg Limits (D4318) as appropriate. 3) Additional tests may be required when soil gradation tests indicate that there has been a change in the material being supplied
Compact fill material to a minimum percentage of the maximum dry density as determined by a Standard Proctor
(ASTM D698) as shown in the table below:
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Material Type / Use Compaction Requirement Moisture Content
Structural Fill (General) 95% -5% to +5%
Structural Fill (Road Subgrade) 98% -3% to +3%
Structural Fill (Embankments) 95% -3% to +3%
Structural Fill (Foundations) 95% -3% to +3%
Trench Backfill 95% -3% to +3%
Liner Subgrade 95% -0% to +5%
Protective Cover Soil 90% -5% to +5%
Low-perm Cover Soil and Topsoil 90% -2% to +5%

3.2.3 Liner Subgrade Preparation
Any earthen surface upon which geomembrane or geosynthetic clay liner (GCL) is to be installed shall be
prepared and compacted in accordance with the Technical Specifications (Section 310000). The surface shall be
smooth, firm, unyielding, and free of vegetation, construction debris, sticks or roots, sharp rocks, void spaces, ice,
abrupt elevation changes, standing water, desiccation cracks, or puncture hazards.
Immediately before geosynthetic deployment, grade the subgrade to fill in all voids and cracks, and then smooth-
roll to provide the best practicable surface for the geosynthetic liner. All protrusions extending more than one half
inch from the surface shall be removed, crushed, or pushed into the surface with a smooth drum compactor.
3.2.4 Final Cover, Protective Cover and Vegetative Support Layer Soils
Final and Protective Cover and Vegetative Support layer soils generally consist of fine- to medium-textured soils
capable of limiting infiltration and/or supporting vegetative growth. No cover soils shall be placed in an area until
any underlying geosynthetics in that area are complete and approved by the CQA Consultant. Cover soils shall be
placed in maximum 12-inch thick loose lifts using low ground pressure earthmoving equipment to prevent damage
to the any underlying geosynthetics. The CQA Consultant shall continuously monitor the placement of cover soils
to verify the following:
1) Placement of cover soils does not produce large wrinkles or other deformation of any underlying
geosynthetics.
2) The Protective Cover Soil is compacted to the requirements of the Technical Specifications.
3) Vehicles not designated as Low Ground Pressure and operating over geosynthetics are restricted to
travelling on temporary haul roads at least 36 inches thick.
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The thickness of Final and Protective Cover soil layers will be verified by a 100-foot grid survey comparing the top
of intermediate cover or liner subgrade to the top of each layer, as well as by direct thickness measurements
made perpendicular to the layer surface at a spacing of one per acre or less.
3.3 HDPE Geomembrane
Stringent quality assurance and careful documentation are required in the production and installation of all
geosynthetic materials. The work addressed under this section shall facilitate proper construction of all HDPE
geosynthetic components of the bottom liner system. All work shall be constructed to the lines, grades, and
dimensions indicated on the Construction Drawings, in accordance with the Technical Specifications, or as
required by the OWNER or ENGINEER.
3.3.1 Manufacture of Geomembrane
The Manufacturer shall perform quality conformance testing on the HDPE geomembrane at the frequencies and
for the required physical properties indicated below prior to shipping material to the site.
Testing Properties Testing
Method
60-mil
HDPE Value
Manufacturer QA
Testing Frequency (11)
Thickness (min avg.)
 Lowest individual (8 of 10)
 Lowest individual (any)

ASTM D5994
57 mil
54 mil
51 mil

1 per Roll;
Asperity Height (min avg) ASTM D7466 16 mil 1 per 50,000 sf
Density ASTM D1505
or ASTM D792
0.940 g/cc 1 per 50,000 sf
Tensile Properties (min. avg) (1)
 Yield strength
 Break strength
 Yield elongation
 Break elongation

ASTM D6693
Type IV
126 lb/in
90 lb/in
12%
100%

1 per 50,000 sf
Tear Resistance (min. avg) ASTM D1004 42 lb 1 per 50,000 sf
Puncture Resistance (min. avg) ASTM D4833 90 1 per 50,000 sf
Stress Crack Resistance (2) ASTM D5397
(App)
500 hr (10)
Carbon Black Content (range) (3) ASTM D4218 2.0% - 3.0% 1 per 50,000 sf
Carbon Black Dispersion ASTM D 5596 (4) 1 per 100,000 sf
Oxidative Induction (Time (OIT) (min avg) (5)
 Standard OIT
 High Pressure OIT
ASTM D3895
ASTM D5885
100
400

(10)
Oven Aging 85°C (5) (6) ASTM D5721
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Testing Properties Testing
Method
60-mil
HDPE Value
Manufacturer QA
Testing Frequency (11)
 Standard OIT, % retained after 90- days
 High Pressure OIT, % retained after 90
days
ASTM D3895

ASTM D5885

55%

80%

(10)
UV Resistance (7)
 Standard OIT (min avg)
 High Pressure OIT - % retained after 1600 hours
ASTM D7238
ASTM D3895
ASTM D5885
N.R. (8) 50%

(10)
1) Machine direction (MD) and cross machine direction (XMD) average values should be based on 5 test specimens each direction.
a) Yield elongation is calculated using a gage length of 1.3 inches. b) Break elongation is calculated using a gage length of 2.0 inches.
2) The SP-NCTL test is not appropriate for testing geomembranes with textured or irregular rough surfaces. Test should be conducted on smooth edges of textured rolls or on smooth sheets made from the same
formulation as being used for the textured sheet materials. The yield stress used to calculate the applied load for the SP-NCTL test should be the manufacturer’s mean value via MQC testing of the same sample.
3) Other methods such as D4218 (muffle furnace) or microwave methods are acceptable if an appropriate correlation to D1603 (tube furnace) can be established.
4) Carbon black dispersion (only near spherical agglomerates) for 10 different views: a) 9 in Categories 1 or 2, and
b) 1 in Category 3. 5) The manufacturer has the option to select either one of the OIT methods listed to evaluate the antioxidant
content in the geomembrane. 6) It is also recommended to evaluate samples at 30 and 60 days to compare with the 90-day response.
7) The condition of the test should be 20 hr. UV cycle at 75°C followed by 4 hr. condensation at 60°C. 8) Not recommended since the high temperature of the Std-OIT test produces an unrealistic result for some of
the antioxidants in the UV exposed samples. 9) UV resistance is based on percent retained value regardless of the original HP-OIT value.
10) Manufacturer may provide certification letter. 11) Testing frequencies listed are the minimum.

Prior to the installation, the Manufacturer will provide the CQA Consultant with the following:
1) A properties sheet including, at a minimum, all specified properties, measured using test methods indicated
in the Technical Specifications or equivalent methods approved by the ENGINEER and CQA Consultant
2) A list of quantities and descriptions of materials other than the base polymer that comprise the
geomembrane
3) The sampling procedure and results of testing
4) A certification that property values given in the properties sheet are minimum or maximum values and are
guaranteed by the Manufacturer
The CQA Consultant will verify that:
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1) The property values certified by the Manufacturer meet all of the Specifications
2) The measurements of properties by the Manufacturer are properly documented, the test methods used are
acceptable, and the geomembrane meets the Manufacturer specifications and the Technical Specifications.
3.3.2 Transportation and Delivery
All handling on-site is the responsibility of the CONTRACTOR or Installer. The CONTRACTOR or Installer is
responsible for the submittal of shipping manifests and all other relevant documents to the CQA Consultant.
Upon delivery at the site, the CQA Consultant shall inventory all rolls and conduct a surface observation of each
roll for defects or damage. The inspection will be performed without unrolling rolls unless defects or damages are
found or suspected. The CQA Consultant will indicate those rolls with severe flaws that should be removed from
the site and those rolls with minor flaws. The Installer will be responsible for the storage of the geomembrane on-
site upon arriving at the site. The OWNER will provide storage space such that on-site transportation and handling
are minimized. Storage space should be protected from theft, vandalism, passage of vehicles, etc.
The CQA Consultant will verify that storage space selected is in a well-drained area and that adequate cribbing
techniques have been used to ensure that the materials will not be sitting in ponded water in the event of rainfall.
3.3.3 Conformance Testing
The CQA Consultant and a designated independent geosynthetics CQA laboratory will perform quality assurance
(QA) testing to verify that the HDPE geomembrane sheet meets the requirements of the Technical Specifications.
These tests and frequencies are also indicated below. Samples of the HDPE geomembrane material shall be
taken from the leading edge of the roll and shall be three feet wide by the length of the roll. Samples shall be
taken at the factory prior to shipment or upon delivery at the site.
Testing Properties Testing Method Conformance QA Testing
Frequency (2)
Thickness (min avg)
 Lowest individual (8 of 10)
 Lowest individual (any)

ASTM D5994

1 per 250,000 sf
Asperity Height (min avg) ASTM D7466 1 per 250,000 sf
Density ASTM D1505 or
ASTM D792
1 per 250,000 sf
 Tensile Properties (min. avg) (1)
 Yield strength
 Break strength
 Yield elongation
 Break elongation

ASTM D6693
Type IV

1 per 250,000 sf
Tear Resistance (min. avg) ASTM D1004 1 per 250,000 sf
Puncture Resistance (min. avg) ASTM D4833 1 per 250,000 sf
Carbon Black Content (range) (3) ASTM D4218 1 per 250,000 sf
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Testing Properties Testing Method Conformance QA Testing
Frequency (2)
Carbon Black Dispersion (4) ASTM D5596 1 per 250,000 sf
1) Machine direction (MD) and cross machine direction (XMD) average values should be based on 5 test specimens each direction. a) Yield elongation is calculated using a gage length of 1.3 inches. b) Break elongation is calculated using a gage length of 2.0 inches.
2) Testing frequencies listed are the minimum. 3) Other methods such as D4218 (muffle furnace) or microwave methods are acceptable if an appropriate correlation to D1603 (tube furnace) can be established. 4) Carbon black dispersion (only near spherical agglomerates) for 10 different views: a) 9 in Categories 1 or 2, and b) 1 in Category 3.
3.3.4 Construction
The Installer shall submit proposed panel layouts to the CQA Consultant at least two weeks prior to mobilization
of installation crews. In general, seams should be oriented parallel to the line of maximum slope (i.e. oriented with,
not across, the slope). In corners and other geometrically complex locations, the number of seams should be
minimized. No base seam or tee seam will be less than five feet from the toe of slope or areas of potential stress
concentrations, unless otherwise authorized by the ENGINEER.
Once the panel layout is approved, the Installer may not substantially change the layout without permission of the
CQA Consultant, ENGINEER, or OWNER. The Installer shall submit a drawing of proposed seam completion
details at panel corners of three or more sheets to the ENGINEER and the CQA Consultant prior to shipment of
the geomembrane.
Subgrade surfaces to receive geomembrane installation shall be relatively smooth and even and free of ruts,
voids, protrusions, and deleterious material. The Installer shall provide written certification that the subgrade
surface on which the geomembrane will be installed is acceptable. During placement, The CQA Consultant will
verify the following:
1) Any equipment used does not damage the geomembrane by handling, trafficking, excessive heat, leakage of
hydrocarbons, or other means.
2) The prepared surface underlying the geomembrane has not deteriorated since previous acceptance and is
still acceptable immediately prior to geomembrane placement.
3) Any geosynthetic elements immediately underlying the geomembrane are of acceptable cleanliness and are
free of debris.
4) All personnel working on the geomembrane refrain from smoking, wearing damaging shoes, or other
activities that could damage the geomembrane.
5) The method used to unroll the panels does not cause scratches or crimps in the geomembrane and does not
damage the supporting soil.
6) The method used to place the panels minimizes wrinkles (especially differential wrinkles between adjacent
panels).
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7) Adequate temporary loading and/or anchoring (e.g., sand bags, tires), not likely to damage the
geomembrane, has been placed to prevent uplift by wind (in case of high winds, the loading should be
continuous along the edges of panels to minimize the risk of wind flow under the panels).
8) Direct contact of equipment with the geomembrane is minimized; i.e., the geomembrane is protected by
geotextiles, extra geomembrane, or other suitable materials, in areas where excessive traffic may be
expected. Portable generators may not be placed directly on the geomembrane but shall be placed on a rub
sheet.
After placement and prior to seaming, the CQA Consultant will visually examine each panel for damage. The CQA
Consultant will advise the Geomembrane Installer which panels, or portions of panels, should be rejected,
repaired, or accepted. Damaged panels or portions of damaged panels that have been rejected will be marked,
and their removal from the work area recorded by the CQA Consultant.
Prior to seaming, the CQA Consultant shall verify that the seam area is clean and free of moisture, dust, dirt,
debris of any kind, and foreign material. The CQA Consultant shall verify that the bonding surfaces are thoroughly
cleaned by mechanical abrasion for extrusion welds. Testing of the seams shall be conducted by the Installer
under the observation of the CQA Consultant. The Installer shall supply qualified personnel and testing
equipment. The CQA Consultant or Geosynthetic Laboratory may perform additional testing to verify that the
seams meet the requirements of the specifications.
3.3.4.1 HDPE Geomembrane Trial Seams
Trial seams shall be made each day prior to commencing field seaming. The seams shall be made on fragment
pieces of geomembrane under the same surface and environmental conditions as the production seams to verify
that seaming conditions are adequate. The trial seams shall be made at the beginning of each seaming period; at
changes of equipment, equipment settings, operator, weather, or sheet temperature; at the ENGINEER’s or CQA
Consultant’s discretion; and at least once every four to six hours during continuous operation of each welding
machine; or at change in material type (i.e., smooth-to-smooth seam versus smooth-to-textured seam). Each
seamer shall make at least two test seams each day.
The trial seam sample shall be at least five feet long by one foot wide with the seam centered lengthwise. For dual
track fusion welds nine one-inch wide by six-inch long test strips shall be cut from the trial seam. Quantitatively
test five (5) specimens for inside peel adhesion, five (5) specimens for outside peel adhesion, and five (5)
specimens for bonded seam strength (shear). For extrusion welds six one-inch wide by six-inch long test strips
shall be cut from the trial seam. Quantitatively test three specimens for peel and three specimens for bonded
seam strength (shear).
A trial seam sample shall pass when the results shown in the table below are achieved.

Property Method 60-mil HDPE
Hot Wedge (Fusion) Seams (1)
 Shear strength (2)
 Peel strength (2)
 Peel separation

ASTM D6392

120 lb/in
91 lb/in
50%
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Property Method 60-mil HDPE
Extrusion Fillet Seams
 Shear strength (2)
 Peel strength (2)
 Peel separation

ASTM D6392

120 lb/in
78 lb/in
25%
1) Maximum of one-non FTB (Film Tearing Bond) per five specimens tested is acceptable provided that strength requirements are met on that sample. Film Tearing Bond (FTB) definition: A failure in the ductile mode of one of the bonded sheets by tearing prior to complete separation to the bonded area. Examples of FTB and the associated locus of break codes are provided in ASTM D6392. 2) For double fusion welded seams, both tracks shall be tested for compliance with the minimum property values listed above.
Trial seams shall be repeated, in their entirety, when any of the trial seam samples fail in either peel or shear. If
additional trial seams fail, the seaming apparatus or seamer shall not be accepted and shall not be used for
seaming until the deficiencies are corrected and two consecutive successful full trial seams are achieved. No
welding equipment or welder shall be allowed to begin production welds until equipment and welders have a
successfully completed trial seam. Seaming shall not proceed when ambient air temperature or adverse weather
conditions jeopardize the integrity of the liner installation. Installer shall demonstrate that acceptable seaming can
be achieved by completing passing trial seams.
The remainder of the successful trial seam shall be assigned a number and marked accordingly by the CQA
Consultant, who shall log the date, hour, ambient temperature, number of seaming apparatus, name of seamer,
and pass or fail description. The samples should be archived until project completion.
3.3.4.2 HDPE Geomembrane Non-Destructive Testing
Production seams shall be tested by the Installer continuously using non-destructive techniques. The Installer
shall perform all air pressure (fusion welded seams) and vacuum testing (extrusion welded seams) under the
observation of the CQA Consultant as follows:
1) Extrusion Weld Testing – Non-destructive testing of the extrusion weld shall be conducted with a vacuum
box assembly consisting of a rigid housing, a transparent viewing window, a soft gasket attached to the
bottom, valve assembly and a vacuum gauge. The assembly shall be capable of maintaining at least a 4-psi
vacuum. A passing extrusion seam shall exhibit at least a 4-psi vacuum for at least 10 seconds when using a
soapy solution to seal the gasket to the seam. The presence of soap bubbles in rapid succession is
indicative of a leak. The viewing window should be regularly cleaned to ensure a clear view of the seam
section being tested. All areas where soap bubbles appear in rapid succession shall be marked, repaired,
and retested.
2) Fusion Weld Testing – Non-destructive testing of the fusion weld shall be conducted with an air pump or tank
capable of generating and sustaining pressure over 30 psig; a sharp, hollow needle, or other approved
pressure feed device equipped with a pressure gauge; a utility knife with hook blade; hot air gun or other
device and clamp to seal the ends of the air channel. After sealing both ends, the fusion seam shall be
pressurized to 30 psig and the pressure allowed to stabilize. A passing fusion seam shall have a maximum 4
psig pressure loss over a five-minute time period.
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3) Once the seam passes, the opposite end of the seam shall be punctured to release the air, confirming that
the entire seam length had been tested. If air is not released once channel has been punctured, a blockage
is present. Locate faulty area where the blockage is and retest seam on both sides of blockage. A pressure
gauge at both ends of the seam will also be acceptable.
3.3.4.3 HDPE Geomembrane Destructive Testing
Extrusion and fusion welded field seams shall be destructively tested at a minimum frequency of one test per 500
linear feet of seamed length per welding machine. Destructive test samples shall be located by the CQA
Consultant as seaming progresses and shall be removed by the Installer to obtain laboratory test results before
the geomembrane is covered. Samples shall be 12-inches wide by minimal length (typically 42 inches) with the
seam centered lengthwise (minimum of six inches on either side of the seam). The sample shall be cut into three
parts for distribution to the Installer for field testing (12-inches), to the Testing Laboratory for conformance testing
(18 inches), and to the OWNER for archive (remainder).
Each sample shall be tested five times each for outer peel, inner peel, and shear. A seam sample shall pass when
the results shown in the table below are achieved.
Property Method 60-mil HDPE
Hot Wedge (Fusion) Seams (1)
 Shear strength (2)
 Shear elongation at break (3)(4)
 Peel strength (2)
 Peel separation
ASTM D6392
120 lb/in
50%
91 lb/in
50%
Extrusion Fillet Seams
 Shear strength (2)
 Shear elongation at break (3)(4)
 Peel strength (2)
 Peel separation
ASTM D6392
120 lb/in
50%
78 lb/in
25%
1) Maximum of one-non FTB (Film Tearing Bond) per five specimens tested is acceptable provided that strength requirements are met on that sample. Film Tearing Bond (FTB) definition: A failure in the ductile mode of one of the bonded sheets by tearing prior to complete separation to the bonded area. Examples of FTB and the associated locus of break codes are provided in ASTM D6392. 2) For double fusion welded seams, both tracks shall be tested for compliance with the minimum property values listed above. 3) Destructive seams will be evaluated for strength parameters according to ASTM D6392 (excluding Section 6.3 “Conditioning”). Destructive seams will be evaluated for elongation during cold weather seaming. Refer to Cold Weather Operations section of CQA plan. 4) Elongation measurements should be omitted for field testing.
Samples that do not pass the shear and peel tests shall be resampled from locations at least ten feet on each
side of the original location. These two retest samples must pass both shear and peel testing. If these two
samples do not pass, then additional samples shall continue to be obtained until the questionable seam area is
defined.
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3.3.4.4 HDPE Geomembrane Repairs
Any portion of unsatisfactory geomembrane or seam area failing a destructive or non-destructive test shall be
repaired. Damaged geomembrane shall be removed and replaced with acceptable geomembrane materials if
damage cannot be satisfactorily repaired. Installer shall be responsible for repair of damaged or defective areas.
Agreement upon the appropriate repair method shall be decided between the OWNER, ENGINEER or CQA
Consultant, and the Installer. Procedures available include the following:
1) Patching - Used to repair large holes, tears, undispersed raw materials, and contamination by foreign matter.
2) Spot Welding - Used to repair pinholes, other localized flaws (minor) or where geomembrane thickness has
been reduced.
3) Capping - Used to repair large lengths of failed seams.
4) Removing the unacceptable seam and replace with new material.
In addition, surfaces of the geomembrane that are to be repaired by extrusion welds shall be lightly abraded with
disc grinder or equivalent to assure cleanliness. All geomembrane surfaces shall be clean and dry at the time of
repair. Patches or caps shall be extended at least six inches beyond the edge of the defect. All corners of patch
material shall be rounded. The CQA Consultant shall number and log each patch repair, and the Installer shall
non-destructively test each repair using methods specified in this plan.
3.3.4.5 Final Inspection
A final inspection shall be completed by the Installer, ENGINEER, CQA Consultant, and OWNER prior to the
Installer demobilizing from the site. All identified problem areas shall be repaired by the Installer and accepted by
the CQA Consultant prior to the Installer demobilizing from the site.
3.4 LLDPE Geomembrane
Stringent quality assurance and careful documentation are required in the production and installation of all
geosynthetic materials. The work addressed under this section shall facilitate proper construction of all LLDPE
geosynthetic components of the final cover system. All work shall be constructed to the lines, grades, and
dimensions indicated on the Construction Drawings, in accordance with the Technical Specifications, or as
required by the OWNER or ENGINEER.
3.4.1 Manufacture of Geomembrane
The Manufacturer shall perform quality conformance testing on the LLDPE geomembrane at the frequencies and
for the required physical properties indicated below prior to shipping material to the site.
Testing Properties Test Method 40-mil
LLDPE
50-mil LLDPE
Super
Gripnet®
50-mil LLDPE
Micro Drain
Liner®
Manufacturer
QC Testing
Frequency (10)
Thickness (min avg)
 Lowest individual (8 out of 10 values)
 Lowest individual (any)

ASTM D5994
38 mil
36 mil
34 mil
Nom. (-5%)
-10%

-15%
Nom. (-5%)
-10%

-15%

1 per roll
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Testing Properties Test Method 40-mil
LLDPE
50-mil LLDPE
Super
Gripnet®
50-mil LLDPE
Micro Drain
Liner®
Manufacturer
QC Testing
Frequency (10)
Asperity Height (min. avg) ASTM D7466 16 mils 175 mils 16 mils 1 per 50,000 ft2
Density (max) ASTM D1505/
D792
0.939 g/mL 0.939 g/mL 0.939 g/mL 1 per 50,000 ft2
Tensile Properties (min avg) (1)
 Break strength
 Break elongation
ASTM D 6693, Type IV 60 lb/in
250%
75 lb/in
250%
75 lb/in
250%
1 per 50,000 ft2
2% Modulus (max) ASTM D5323 2400 lb/in 3000 lb/in 3000 lb/in 1 per
formulation
Tear Resistance (min avg) ASTM D 1004 22 lb 27 lb 27 lb 1 per 50,000 ft2
Puncture Resistance (min. avg) ASTM D 4833 44 lb 55 lb 55 lb 1 per 50,000 ft2
Axi-Symmetric Break Resistance
Strain (min)
ASTM D5617 30% 30% 30% 1 per
formulation
Carbon Black Content ASTM D 1603
(2)
2%– 3% 2%– 3% 2%– 3% 1 per 50,000 ft2
Carbon Black Dispersion (3) ASTM D 5596 (3) (3) (3) 1 per 50,000 ft2
Oxidative Induction Time (OIT)
(min avg) (4)
 Standard OIT
 High Pressure OIT

ASTM D3895
ASTM D5885

100
400

100
400

100
400

(9)
Oven Aging at 85°C (4)(5)
 Standard OIT, % retained after 90 days
 High Pressure OIT, % retained after 90 days

ASTM D5721
ASTM D3895

ASTM D5885

35%

60%

35%

60%

35%

60%

(9)
UV Resistance (6)
 Standard OIT (min avg)
 High Pressure OIT - % retained after 1600 hours (10)

ASTM D7238
ASTM D3895
ASTM D5885

N. R. (7)
35%

N. R. (7)
35%

N. R. (7)
35%

(9)
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1) Machine direction (MD) and cross machine direction (XMD) average values should be based on 5 test specimens each direction. a) Break elongation is calculated using a gage length of 2.0 inches at 2.0 in/min. 2) Other methods such as D4218 (muffle furnace) or microwave method are acceptable if an appropriate correlation to D1603 (tube furnace) can be established. 3) Carbon black dispersion (only near spherical agglomerates) for 10 different views: a) 9 in Categories 1 or 2, and b) 1 in Category 3. 4) The manufacturer has the option to select either one of the OIT methods listed to evaluate the antioxidant content in the geomembrane. 5) It is also recommended to evaluate samples at 30 and 60 days to compare with the 90 day response. 6) The condition of the test should be 20 hr. UV cycle at 75C followed by 4 hr. condensation at 60C. 7) Not recommended since the high temperature of the Std-OIT test produces an unrealistic result for some of the antioxidants in the UV exposed samples. 8) UV resistance is based on percent retained value regardless of the original HP-OIT value. 9) Manufacturer may provide certification letter. 10) Testing frequencies listed are the minimum.
Prior to the installation, the Manufacturer will provide the CQA Consultant with the following:
1) A properties sheet including, at a minimum, all specified properties, measured using test methods indicated
in the Technical Specifications or equivalent methods approved by the ENGINEER and CQA Consultant
2) A list of quantities and descriptions of materials other than the base polymer that comprise the
geomembrane
3) The sampling procedure and results of testing
4) A certification that property values given in the properties sheet are minimum or maximum values and are
guaranteed by the Manufacturer
The CQA Consultant will verify that:
1) The property values certified by the Manufacturer meet all of the Specifications
2) The measurements of properties by the Manufacturer are properly documented, the test methods used are
acceptable, and the geomembrane meets the Manufacturer specifications and the Technical Specifications.
3.4.2 Transportation and Delivery
All handling on-site is the responsibility of the CONTRACTOR or Installer. The CONTRACTOR or Installer is
responsible for the submittal of shipping manifests and all other relevant documents to the CQA Consultant.
Upon delivery at the site, the CQA Consultant shall inventory all rolls and conduct a surface observation of each
roll for defects or damage. The inspection will be performed without unrolling rolls unless defects or damages are
found or suspected. The CQA Consultant will indicate those rolls with severe flaws that should be removed from
the site and those rolls with minor flaws. The Installer will be responsible for the storage of the geomembrane on-
site upon arriving at the site. The OWNER will provide storage space such that on-site transportation and handling
are minimized. Storage space should be protected from theft, vandalism, passage of vehicles, etc.
The CQA Consultant will verify that storage space selected is in a well-drained area and that adequate cribbing
techniques have been used as needed to ensure that the materials will not be sitting in ponded water in the event
of rainfall.
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3.4.3 Conformance Testing
The CQA Consultant and a designated independent geosynthetics CQA laboratory will perform quality assurance
(QA) testing to verify that the LLDPE geomembrane sheet meets the requirements of the Technical
Specifications. These tests and frequencies are also indicated below. Samples of the LLDPE geomembrane
material shall be taken from the leading edge of the roll and shall be three feet wide by the length of the roll.
Samples shall be taken at the factory prior to shipment or upon delivery at the site.
Testing Properties Test Method Conformance QA Testing
Frequency
Thickness (min avg)
 Lowest individual (8 out of 10 values)
 Lowest individual (any)
ASTM D5994
1 per 250,000 ft2
Asperity Height (min. avg) ASTM D7466 1 per 250,000 ft2
Density (max) ASTM D1505/ D792 1 per 250,000 ft2
Tensile Properties (min avg) (1)
 Break strength
 Break elongation
ASTM D 6693, Type IV 1 per 250,000 ft2
Tear Resistance (min avg) ASTM D 1004 1 per 250,000 ft2
Puncture Resistance (min. avg) ASTM D 4833 1 per 250,000 ft2
Carbon Black Content ASTM D 1603 (2) 1 per 250,000 ft2
Carbon Black Dispersion (3) ASTM D 5596 1 per 250,000 ft2
1) Machine direction (MD) and cross machine direction (XMD) average values should be based on 5 test specimens each direction. a) Break elongation is calculated using a gage length of 2.0 inches at 2.0 in/min. 2) Other methods such as D4218 (muffle furnace) or microwave method are acceptable if an appropriate correlation to D1603 (tube furnace) can be established.
3) Carbon black dispersion (only near spherical agglomerates) for 10 different views:
a) 9 in Categories 1 or 2, and b) 1 in Category 3. 3.4.4 Construction
The Installer shall submit proposed panel layouts to the CQA Consultant at least two weeks prior to mobilization
of installation crews. In general, seams should be oriented parallel to the line of maximum slope (i.e. oriented with,
not across, the slope). In corners and other geometrically complex locations, the number of seams should be
minimized. No base seam or tee seam will be less than five feet from the toe of slope or areas of potential stress
concentrations, unless otherwise authorized by the ENGINEER.
Once the panel layout is approved, the Installer may not substantially change the layout without permission of the
CQA Consultant, ENGINEER, or OWNER. The Installer shall submit a drawing of proposed seam completion
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details at panel corners of three or more sheets to the ENGINEER and the CQA Consultant prior to shipment of
the geomembrane.
Subgrade surfaces to receive geomembrane installation shall be relatively smooth and even and free of ruts,
voids, protrusions, and deleterious material. The Installer shall provide written certification that the subgrade
surface on which the geomembrane will be installed is acceptable. During placement, The CQA Consultant will
verify the following:
1) Any equipment used does not damage the geomembrane by handling, trafficking, excessive heat, leakage of
hydrocarbons, or other means.
2) The prepared surface underlying the geomembrane has not deteriorated since previous acceptance and is
still acceptable immediately prior to geomembrane placement.
3) Any geosynthetic elements immediately underlying the geomembrane are of acceptable cleanliness and are
free of debris.
4) All personnel working on the geomembrane refrain from smoking, wearing damaging shoes, or other
activities that could damage the geomembrane.
5) The method used to unroll the panels does not cause scratches or crimps in the geomembrane and does not
damage the supporting soil.
6) The method used to place the panels minimizes wrinkles (especially differential wrinkles between adjacent
panels).
7) Adequate temporary loading and/or anchoring (e.g., sand bags, tires), not likely to damage the
geomembrane, has been placed to prevent uplift by wind (in case of high winds, the loading should be
continuous along the edges of panels to minimize the risk of wind flow under the panels).
8) Direct contact of equipment with the geomembrane is minimized; i.e., the geomembrane is protected by
geotextiles, extra geomembrane, or other suitable materials, in areas where excessive traffic may be
expected. Portable generators may not be placed directly on the geomembrane, but shall be placed on a rub
sheet.
After placement and prior to seaming, the CQA Consultant will visually examine each panel for damage. The CQA
Consultant will advise the Geomembrane Installer which panels, or portions of panels, should be rejected,
repaired, or accepted. Damaged panels or portions of damaged panels that have been rejected will be marked,
and their removal from the work area recorded by the CQA Consultant.
Prior to seaming, the CQA Consultant shall verify that the seam area is clean and free of moisture, dust, dirt,
debris of any kind, and foreign material. The CQA Consultant shall verify that the bonding surfaces are thoroughly
cleaned by mechanical abrasion for extrusion welds. Testing of the seams shall be conducted by the Installer
under the observation of the CQA Consultant. The Installer shall supply qualified personnel and testing
equipment. The CQA Consultant or Geosynthetic Laboratory may perform additional testing to verify that the
seams meet the requirements of the specifications.
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3.4.4.1 LLDPE Geomembrane Trial Seams
Trial seams shall be made each day prior to commencing field seaming. The seams shall be made on fragment
pieces of geomembrane under the same surface and environmental conditions as the production seams to verify
that seaming conditions are adequate. The trial seams shall be made at the beginning of each seaming period; at
changes of equipment, equipment settings, operator, weather, or sheet temperature; at the ENGINEER’s or CQA
Consultant’s discretion; and at least once every four to six hours during continuous operation of each welding
machine; or at change in material type (i.e., smooth-to-smooth seam versus smooth-to-textured seam). Each
seamer shall make at least two test seams each day.
The trial seam sample shall be at least five feet long by one foot wide with the seam centered lengthwise. For dual
track fusion welds nine one-inch wide by six-inch long test strips shall be cut from the trial seam. Quantitatively
test three specimens for inside peel adhesion, three specimens for outside peel adhesion, and three specimens
for bonded seam strength (shear). For extrusion welds six one-inch wide by six-inch long test strips shall be cut
from the trial seam. Quantitatively test three specimens for peel and three specimens for bonded seam strength
(shear).
A trial seam sample shall pass when the results shown in the table below are achieved.

Property Method 40-mil LLDPE 50-mil LLDPE
Hot Wedge (Fusion) Seams (1)
 Shear strength (2)
 Peel strength (2)
 Peel separation

ASTM D6392

60 lb/in
50 lb/in
50%

75 lb/in
63 lb/in
25%
Extrusion Fillet Seams
 Shear strength (2)
 Peel strength (2)
 Peel separation

ASTM D6392

60 lb/in
44 lb/in
50%

75 lb/in
57 lb/in
25%
1) Maximum of one-non FTB (Film Tear Bond) per five specimens tested is acceptable provided that strength requirements are met on that sample. Film Tearing Bond (FTB) definition: A failure in the ductile mode of one of the bonded sheets by tearing prior to complete separation to the bonded area. Examples of FTB and the associated locus of break codes are provided in ASTM D6392. 2) For double fusion welded seams, both tracks shall be tested for compliance with the minimum property values listed above. 3) Values listed for shear and peel strengths are for 4 out of 5 test specimens; the 5th specimen can be as low as 80% of the listed values. Based on most recent revision of GRI GM-19.
Trial seams shall be repeated, in their entirety, when any of the trial seam samples fail in either peel or shear. If
additional trial seams fail, the seaming apparatus or seamer shall not be accepted and shall not be used for
seaming until the deficiencies are corrected and two consecutive successful full trial seams are achieved. No
welding equipment or welder shall be allowed to begin production welds until equipment and welders have a
successfully completed trial seam. Seaming shall not proceed when ambient air temperature or adverse weather
conditions jeopardize the integrity of the liner installation. Installer shall demonstrate that acceptable seaming can
be achieved by completing passing trial seams.
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The remainder of the successful trial seam shall be assigned a number and marked accordingly by the CQA
Consultant, who shall log the date, hour, ambient temperature, number of seaming apparatus, name of seamer,
and pass or fail description. The samples should be archived until project completion.
3.4.4.2 LLDPE Geomembrane Non-Destructive Testing
Production seams shall be tested by the Installer continuously using non-destructive techniques. The Installer
shall perform all air pressure (fusion welded seams) and vacuum testing (extrusion welded seams) under the
observation of the CQA Consultant as follows:
1) Extrusion Weld Testing – Non-destructive testing of the extrusion weld shall be conducted with a vacuum
box assembly consisting of a rigid housing, a transparent viewing window, a soft gasket attached to the
bottom, valve assembly and a vacuum gauge. The assembly shall be capable of maintaining at least a 4-psi
vacuum. A passing extrusion seam shall exhibit at least a 4-psi vacuum for at least 10 seconds when using a
soapy solution to seal the gasket to the seam. The presence of soap bubbles in rapid succession is
indicative of a leak. The viewing window should be regularly cleaned to ensure a clear view of the seam
section being tested. All areas where soap bubbles appear in rapid succession shall be marked, repaired,
and retested.
2) Fusion Weld Testing – Non-destructive testing of the fusion weld shall be conducted with an air pump or tank
capable of generating and sustaining pressure over 30 psig; a sharp, hollow needle, or other approved
pressure feed device equipped with a pressure gauge; a utility knife with hook blade; hot air gun or other
device and clamp to seal the ends of the air channel. After sealing both ends, the fusion seam shall be
pressurized to 30 psig and the pressure allowed to stabilize. A passing fusion seam shall have a maximum 4
psig pressure loss over a five-minute time period.
3) Once the seam passes, the opposite end of the seam shall be punctured to release the air, confirming that
the entire seam length had been tested. If air is not released once channel has been punctured, a blockage
is present. Locate faulty area where the blockage is and retest seam on both sides of blockage. A pressure
gauge at both ends of the seam will also be acceptable.
3.4.4.3 LLDPE Geomembrane Destructive Testing
Extrusion and fusion welded field seams shall be destructively tested at a minimum frequency of one test per 500
linear feet of seamed length per welding machine. Destructive test samples shall be located by the CQA
Consultant as seaming progresses and shall be removed by the Installer to obtain laboratory test results before
the geomembrane is covered. Samples shall be 12-inches wide by minimal length (typically 42 inches) with the
seam centered lengthwise (minimum of six inches on either side of the seam). The sample shall be cut into three
parts for distribution to the Installer for field testing (12-inches), to the Testing Laboratory for conformance testing
(18 inches), and to the OWNER for archive (remainder).
Each sample shall be tested five times each for outer peel, inner peel, and shear. A seam sample shall pass when
the results shown in the table below are achieved.
Property Method 40-mil LLDPE 50-mil LLDPE
Hot Wedge (Fusion) Seams (1)
 Shear strength (2)
 Shear elongation at break (3)(4)

ASTM D6392

60 lb/in

75 lb/in
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Property Method 40-mil LLDPE 50-mil LLDPE
 Peel strength (2)
 Peel separation 50%
50 lb/in
50%
50%
63 lb/in
25%
Extrusion Fillet Seams
 Shear strength (2)
 Shear elongation at break (3)(4)
 Peel strength (2)
 Peel separation

ASTM D6392

60 lb/in
50%
44 lb/in
50%
75 lb/in 50% 57 lb/in
25%
1) Maximum of one-non FTB (Film Tear Bond) per five specimens tested is acceptable provided that strength requirements are met on that sample. Film Tearing Bond (FTB) definition: A failure in the ductile mode of
one of the bonded sheets by tearing prior to complete separation to the bonded area. Examples of FTB and the associated locus of break codes are provided in ASTM D6392.
2) For double fusion welded seams, both tracks shall be tested for compliance with the minimum property values listed above.
3) Destructive seams will be evaluated for strength parameters according to ASTM D6392 (excluding Section 6.3 “Conditioning”). Destructive seams will be evaluated for elongation during cold weather seaming. Refer
to Cold Weather Operations section of CQA plan. 4) Values listed for shear and peel strengths are for 4 out of 5 test specimens; the 5th specimen can be as low
as 80% of the listed values. Based on most recent revision of GRI GM-19. 5) Elongation measurements should be omitted for field-testing.
Samples that do not pass the shear and peel tests shall be resampled from locations at least ten feet on each
side of the original location. These two retest samples must pass both shear and peel testing. If these two
samples do not pass, then additional samples shall continue to be obtained until the questionable seam area is
defined.
3.4.4.4 LLDPE Geomembrane Repairs
Any portion of unsatisfactory geomembrane or seam area failing a destructive or non-destructive test shall be
repaired. Damaged geomembrane shall be removed and replaced with acceptable geomembrane materials if
damage cannot be satisfactorily repaired. Installer shall be responsible for repair of damaged or defective areas.
Agreement upon the appropriate repair method shall be decided between the OWNER, ENGINEER or CQA
Consultant, and the Installer. Procedures available include the following:
1) Patching - Used to repair large holes, tears, undispersed raw materials, and contamination by foreign matter.
2) Spot Welding - Used to repair pinholes, other localized flaws (minor) or where geomembrane thickness has
been reduced.
3) Capping - Used to repair large lengths of failed seams.
4) Removing the unacceptable seam and replace with new material.
In addition, surfaces of the geomembrane that are to be repaired by extrusion welds shall be lightly abraded with
disc grinder or equivalent to assure cleanliness. All geomembrane surfaces shall be clean and dry at the time of
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repair. Patches or caps shall be extended at least six inches beyond the edge of the defect. All corners of patch
material shall be rounded.
The CQA Consultant shall number and log each patch repair, and the Installer shall non-destructively test each
repair using methods specified in this plan.
3.4.4.5 Final Inspection
A final inspection shall be completed by the Installer, ENGINEER, CQA Consultant, and OWNER prior to the
Installer demobilizing from the site. All identified problem areas shall be repaired by the Installer and accepted by
the CQA Consultant prior to the Installer demobilizing from the site.
3.5 Geosynthetic Clay Liner
This section presents general procedures, quality control testing requirements, and installation procedures for
geosynthetic clay liner (GCL) construction. The GCL approved for use at the site consists of sodium
montmorillonite clay (bentonite) encapsulated between two needle-punched geotextile layers. All work shall be
constructed to the lines, grades, and dimensions indicated on the Construction Drawings, in accordance with the
Technical Specifications, or as required by the OWNER or ENGINEER.
3.5.1 Manufacture of GCL
The Manufacturer shall perform MQC testing on the geomembrane at the frequencies and for the required
physical properties indicated below prior to shipping material to the site.
Bentonite Clay Properties
Property Test Method Value Manufacturing QC
Testing Frequency
Swell Index (min avg) ASTM D5890 24 ml/2g 1 per 100,000 lbs
Fluid loss (max) ASTM D5891 18 ml 1 per 100,000 lbs

Geotextile Properties
Property Test Method Value Manufacturing QC
Testing Frequency
Mass/Unit Area (min avg) ASTM D5261 5.9 oz/yd2 1 per 200,000 ft2

GCL (as Manufactured) Properties
Property Test Method Specified Value Manufacturing QC
Testing Frequency
Mass/Unit Area (GCL) (1) D5993 0.81 lb/ft2 1 per 45,000 ft2
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Property Test Method Specified Value Manufacturing QC
Testing Frequency
Mass/Unit Area
(bentonite) (1)
D5993 0.75 lb/ft2 1 per 45,000 ft2
Moisture Content (max) D5993 35% 1 per 45,000 ft2
Tensile strength (M.D.) D6768 23 lb/in 1 per 225,000 ft2
Peel strength D6496 3.5 lb/in 1 per 45,000 ft2
Permeability (max)
 Final Cover
 Bottom Liner
D5887 5x10-9 cm/s
5x10-9 cm/s
1 per 250,000 ft2
1) Mass of the GCL and bentonite is measured after oven drying per ASTM D5993
Prior to the installation, the Manufacturer will provide the CQA Consultant with the following:
1) Manufacturer's certified raw and roll material data sheets. The certified data sheets shall be attested to by a
person having legal authority to bind the GCL manufacturing company. Certified test results shall be
submitted at the frequencies specified in Section 2.01 of this Specification at least 7 days prior to shipment of
the GCL.
2) Manufacturer's warranty statement.
3) Qualification statements for the manufacturer, QC inspector, and QC laboratory, including resumes of key
personnel involved in this project.
4) Manufacturer’s QC laboratory test results including description of equipment and test methods. Results shall
include internal shear strength test results at least 25 days prior to deployment.
The CQA Consultant will verify that:
1) The property values certified by the Manufacturer meet all of the Specifications.
2) The measurements of properties by the Manufacturer are properly documented, the test methods used are
acceptable, and the geomembrane meets the Manufacturer specifications and the Technical Specifications.
3.5.2 Quality Assurance Testing
Quality assurance (QA) testing shall be performed by an independent testing laboratory in accordance with the
table below.
Property Test Method Specified Value QA Testing Frequency
Moisture Content (max) D5993 35% 1 per 250,000 ft2
Tensile strength (M.D.) D6768 23 lb/in 1 per 250,000 ft2
Peel strength D6496 3.5 lb/in 1 per 250,000 ft2
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Property Test Method Specified Value QA Testing Frequency
Permeability (max)
 Final Cover
 Bottom Liner D5887
D5887 5x10-9 cm/s
5x10-9 cm/s
1 per 250,000 ft2

3.5.3 Transportation and Delivery
All handling on-site is the responsibility of the CONTRACTOR or Installer. The CONTRACTOR or Installer is
responsible for the submittal of shipping manifests and all other relevant documents to the CQA Consultant.
Upon delivery at the site, the CQA Consultant shall inventory all rolls and conduct a surface observation of each
roll for defects or damage. The inspection will be performed without unrolling rolls unless defects or damages are
found or suspected. The CQA Consultant will indicate those rolls with severe flaws that should be removed from
the site and those rolls with minor flaws. In order to prevent premature hydration, the GCL rolls shall be shipped in
plastic wrapping that shall remain intact until material installation. The rolls will be stacked, stored, and handled in
accordance with ASTM D5888, the Technical Specifications, and manufacturer’s recommendations.
The CQA Consultant will verify that storage space selected is in a well-drained area and that adequate cribbing
techniques have been used as needed to ensure that the materials will not be sitting in ponded water in the event
of rainfall.
3.5.4 Construction
3.5.4.1 GCL Subgrade
A controlled subgrade with a minimum thickness of 12 inches shall be provided immediately beneath the GCL.
The controlled subgrade shall conform to the requirements of Section 3.2 of this CQA Plan and Sections 310000
and 310519.23 of the Technical Specifications.
The subgrade surface shall be smooth and free of vegetation, standing water, and angular stones or other foreign
matter that could damage the GCL. At a minimum, the subgrade surface shall be rolled with a smooth-drum
compactor of sufficient weight to remove most wheel ruts, footprints, or other abrupt grade changes. Minor
irregularities on the surface are acceptable as long as protrusions, rocks, etc. extending more than 3/8-inch from
the subgrade are removed, crushed, or pushed into the surface with the smooth-drum compactor.
Construction equipment tire or track deformations beneath the GCL shall not be greater than 1/2 inch in depth.
Standing water or excessive moisture on the subgrade will not be allowed. The subgrade shall be maintained in a
smooth, uniform, and drained condition. The CQA Consultant and Installer shall inspect the subgrade every day
prior to placement of GCL and certify in writing that the surface is acceptable.
3.5.4.2 Anchor Trench Construction
The anchor trench shall be constructed according to the project plans and specifications, and the excavation and
backfilling operations shall be documented. If the anchor trench is excavated in a clay material susceptible to
desiccation, the amount of anchor trench open at any time should be minimized. The inside edge of the trench
shall be rounded so as to avoid stresses from sharp bends in the GCL. The GCL shall not be placed into the
anchor trench on top of any rocks greater than 1/2-inch diameter, sharp/angular objects, sticks, roots, or debris of
any kind. The anchor trench shall be adequately drained to prevent ponding or hydration of the GCL while the
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trench is open. The anchor trench shall be backfilled and compacted according to the Contract Drawings and
Technical Specifications.
3.5.4.3 GCL Deployment
Equipment used to deploy GCL must not cause excessive rutting of the subgrade. Deployed GCL panels should
contain no folds or excessive slack. Installation personnel must not smoke or wear damaging shoes on GCL; and
GCL should not be placed during excessive winds. Vehicle traffic other than low contact pressure UTV’s shall not
be allowed on the deployed GCL. Generators, gasoline or solvent cans, tools, or supplies must not be stored
directly on the GCL.
On side slopes, the GCL should be suspended or anchored at the top of the slope and then unrolled working
down to keep the material free of wrinkles and folds.
Panels should be overlapped and seamed as described in the Technical Specifications and as recommended by
the manufacturer. End-to-end seams on side slopes should be kept to a minimum. If end-to-end seams are
necessary on side slopes (i.e., if the GCL roll lengths are insufficient to cover the entire slope length), a minimum
overlap of 3 feet will be required. Seams may be glued as recommended by the manufacturer. In addition, end-
to-end seams may be placed only in the lower half of the slope and must be staggered.
GCL deployment shall be limited to the amount that can be covered with the overlying geomembrane liner the
same day. GCL deployment shall not be undertaken during precipitation or when there is an impending threat of
precipitation.
Following deployment, the CQA Consultant shall visually examine the entire surface of the GCL for even
bentonite distribution, thin spots, or other panel defects. All defects will be recorded and repaired in accordance
with the project specifications. The CQA Consultant shall also verify the following:
1) Proper overlap during deployment
2) Seams between GCL panels are constructed per manufacturer’s recommendations and augmented with
granular bentonite
3) Defects are patched and overlapped properly
4) The bentonite has not become excessively hydrated
Excessively hydrated GCL shall be removed and replaced with new GCL in accordance with the Specifications.
Geomembrane shall not be placed on a GCL that is hydrated.
3.5.4.4 Repairs
Torn or otherwise damaged GCL must be patched with the same type of GCL. The GCL patch must extend at
least 12 inches beyond the edges of the damaged area and must be adhesive or heat bonded or otherwise
attached to the main GCL to avoid shifting during backfilling or placement of overlying geosynthetics. If the GCL
damage includes loss of bentonite, the patch must consist of full GCL extending at least 12 inches beyond the
damaged area. Lapping procedures must be the same as specified for original laps of GCL panels.
3.5.4.5 GCL Protection
The overlying geosynthetics and soil layers shall be deployed in such a manner as to ensure that the GCL is not
damaged. Textured geomembranes shall not be dragged across previously installed GCL. A smooth rub sheet
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shall be placed between the GCL and textured geomembrane during handling to prevent damage. The rub sheet
will be removed when the geomembrane is in position. Other methods may be employed at the discretion of the
CQA Consultant
3.5.4.6 Final Inspection
A final inspection shall be completed by the Installer, ENGINEER, CQA Consultant, and OWNER prior to the
Installer demobilizing from the site. All identified problem areas shall be repaired by the Installer and accepted by
the CQA Consultant prior to the Installer demobilizing from the site.
3.6 Geonet and Geonet Composite
3.6.1 Manufacture of Geonet Composite
The geonet composite manufacturer shall provide the ENGINEER and the CQA Consultant with a list of
guaranteed properties as well as a Manufacturer’s installation guide and a written certification signed by an officer
or the Manufacturer’s Quality Control Manager indicating that the delivered geonet composite has properties
which meet or exceed the guaranteed properties for the type of geonet composite specified. The certification shall
include the following:
1) Product identification
2) Lot number
3) Geonet composite roll numbers affected by shipment
4) Manufacturer’s quality control test results
At a minimum, the Manufacturer’s quality control (QC) testing frequency should meet the requirements shown
below. The geotextile component of the geonet composite shall conform to the requirements of the 8-oz/yd2
nonwoven geotextile shown in Section 3.7.1.
Geonet Component
Property Test Method 250-mil GC 275-mil GC Manufacturing
QC Testing
Frequency
QA Testing
Frequency
Thickness (min avg) ASTM D5199 250 mil 275 mil 1 per 100,000 ft2 1 per 250,000 ft2
Density (min avg) ASTM D792 or
ASTM D1505
0.940 g/cm3 0.940 g/cm3 1 per 100,000 ft2 1 per 250,000 ft2
Tensile Strength (min avg) ASTM
D5035/D7179
55 lb 65 lb 1 per 100,000 ft2 1 per 250,000 ft2
Carbon Black Content (range) ASTM D1603 2%-3% 2%-3% 1 per 100,000 ft2 1 per 250,000 ft2

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Finished Geocomposite
Property Test Method Test Value Manufacturing QC
Testing Frequency
QA Testing
Frequency
Ply adhesion (min avg) ASTM D7005 1.0 lb/in 1 per 100,000 ft2 1 per 250,000 ft2
Transmissivity (min avg) (1) ASTM D4716 (2) 1 per project 1 per project
1) Transmissivity shall be measured in a 12-inch x 12-inch box using the same boundary conditions, load,
duration and gradient as those used by the manufacturer to establish the min. avg for the required test value.
2) Required value shall be taken from manufacturer’s standard material specification sheet for the selected
geocomposite material.
3.6.2 Conformance Testing
The CQA Consultant or a designated independent geosynthetics laboratory will perform additional quality
assurance (QA) testing to verify that the geonet composite drainage fabric meets the requirements of the
specifications. These tests and frequencies are indicated in Section 3.6.1 above. Samples of the geonet
composite drainage fabric shall be taken from the leading edge of the roll and shall be three feet wide by the
length of the roll. Samples shall be taken at the factory prior to shipment or upon delivery at the site.
Upon delivery at the site, the CQA Consultant shall inventory all rolls and conduct a surface observation of each
roll for defects or damage. The inspection will be performed without unrolling rolls unless defects or damages are
found or suspected. The CQA Consultant will indicate those rolls with severe flaws that should be removed from
the site and those rolls with minor flaws.
3.6.3 Transportation and Delivery
All handling on-site is the responsibility of the CONTRACTOR or Installer. The CONTRACTOR or Installer is
responsible for the submittal of shipping manifests and all other relevant documents to the CQA Consultant. The
Installer will be responsible for the storage of the geonet composite on-site. The OWNER will provide storage
space such that on-site transportation and handling are minimized. Storage space should be protected from theft,
vandalism, passage of vehicles, etc.
The CQA Consultant will verify that storage space selected is in a well-drained area and that cribbing techniques
have been used as needed to ensure that the materials will not be sitting in ponded water in the event of rainfall.
3.6.4 Construction
During deployment, the CQA Consultant shall inspect the geonet composite for damage due to equipment,
deployment across the geomembrane, or other potentially damaging activities. The Installer shall handle all
geonet composites in such a manner as to ensure they are not damaged in any way.
On slopes, the geonet composites shall be secured in the anchor trench and then rolled down the slope in such a
manner as to continually keep the geonet composite sheet in tension. If necessary, the geonet composites shall
be positioned by hand after being unrolled to minimize wrinkles. Geonet composites shall not be placed in the
horizontal direction (i.e., across the slope).
In the presence of excessive wind, geonet composites shall be weighted with sandbags or the equivalent. Such
sandbags shall be installed during placement and shall remain until replaced with cover material.
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Adjacent geonet composites shall be joined according to the Manufacturer’s recommendations, the
Manufacturer’s Installation Guide, Construction Drawings, and Technical Specifications. At a minimum, the
following requirements shall be met:
1) Adjacent rolls shall overlap the geonet component by at least six (6) inches.
2) Roll overlaps shall be secured by tying.
3) Tying can be achieved by plastic fasteners or polymer braid. Tying devices shall be white or yellow for easy
inspection. Metallic devices are not allowed.
4) Fasteners shall be spaced a maximum of five (5) feet along downslope roll overlaps and a maximum of two
(2) feet along cross-slope roll overlaps.
5) The edges of the geotextile component shall be continuously sewn or heat bonded together using a method
approved by the ENGINEER.
Holes or tears in the geonet composite shall be repaired by placing a patch of geonet composite extending a
minimum of two feet beyond the edges of the hole or tear. The patch shall be fastened to the original roll with
approved fasteners spaced every six inches around the patch. If the hole or tear width across the roll is more than
50 percent the width of the roll, the damaged area shall be cut out and the two portions of the geonet shall be tied
together every six inches.
3.7 Geotextile
3.7.1 Manufacture of Geotextile
The geotextile manufacturer shall provide the ENGINEER and the CQA Consultant with a list of guaranteed
properties for the type of geotextile to be supplied for the final cover system. The geotextile manufacturer shall
provide the ENGINEER and the CQA Consultant with a Manufacturer’s installation guide and a written certification
signed by an officer or the Manufacturer’s Quality Control Manager indicating that the geotextile actually delivered
has properties which meet or exceed the guaranteed properties for the type of geotextile specified. The
certification shall include the following:
1) Product identification
2) Lot number
3) Geotextile roll numbers included in the shipment
4) Manufacturer’s quality control test results
For geotextile material requiring heat burnishing, the required testing will be performed prior to heat burnishing of
the material. The minimum testing requirements are shown in the table below.
Property (1) Test Method 8-oz Filter GT 10-oz Cushion GT Manufacturer’s QC
Testing Frequency
Mass/Unit Area (min
avg)
ASTM D5261 8 oz/yd2 10 oz/yd2 1 per 100,000 ft2
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Property (1) Test Method 8-oz Filter GT 10-oz Cushion GT Manufacturer’s QC
Testing Frequency
Grab Tensile
Strength
ASTM D4632 158 lb 230 lb 1 per 100,000 ft2
Grab Tensile
Elongation
ASTM D4632 50% 50% 1 per 100,000 ft2
Trapezoidal Tear
Strength
ASTM D4533 56 lb 95 lb 1 per 100,000 ft2
Puncture Strength ASTM D6241 320 lbs 700 lb 1 per 100,000 ft2
Apparent Opening
Size (AOS)
ASTM D4751 0.024 in N/A 1 per 500,000 ft2
Permittivity ASTM D4491 .02 sec-1 N/A 1 per 500,000 ft2
UV Stability (min)
(2)
ASTM D7238 50% 70% 1 per resin
formulation
1) All values are minimum average roll values (MARV) except AOS, which is a maximum average roll value.
2) Evaluation to be on 2.0-inch strip tensile specimens per ASTM D5035 after 500 lt. hrs. exposure.
Upon delivery of non-woven geotextile to the Site, the CQA Consultant shall obtain representative samples of the
furnished product for conformance testing. The required material properties, test methods, values, and units are
presented below. CQA conformance testing is not required for woven geotextiles.
Property (1) Testing Method QA Testing Frequency
Mass/Unit Area (min avg) ASTM D5261 1 per 250,000 ft2
Grab Tensile Strength ASTM D4632 1 per 250,000 ft2
Grab Tensile Elongation ASTM D4632 1 per 250,000 ft2
Trapezoidal Tear Strength ASTM D4533 1 per 250,000 ft2
Puncture Strength ASTM D6241 1 per 250,000 ft2
Apparent Opening Size (AOS) ASTM D4751 1 per project
Permittivity ASTM D4491 1 per project
1) All values are minimum average roll values (MARV) except AOS, which is a maximum average roll value.

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3.7.2 Transportation and Delivery
All handling on-site is the responsibility of the CONTRACTOR or Installer. The CONTRACTOR or Installer is
responsible for the submittal of shipping manifests and all other relevant documents to the CQA Consultant. The
Installer will be responsible for the storage of the geotextile on-site. The OWNER will provide storage space such
that on-site transportation and handling are minimized. Storage space should be protected from theft, vandalism,
passage of vehicles, etc.
The CQA Consultant will verify that storage space selected is in a well-drained area and that cribbing techniques
have been used as needed to ensure that the materials will not be sitting in ponded water in the event of rainfall.
3.7.3 Construction
During deployment, the CQA Consultant shall inspect the geotextile for damage due to equipment, deployment
across the geomembrane, or other potentially damaging activities. The Installer shall handle all geotextile in such
a manner as to ensure they are not damaged in any way.
On slopes, the geotextile shall be secured in the anchor trench and then rolled down the slope in such a manner
as to continually keep the geonet composite sheet in tension. If necessary, the geotextile shall be positioned by
hand after being unrolled to minimize wrinkles. Geotextile shall not be placed in the horizontal direction (i.e.,
across the slope). In the case of heat-burnished geotextile, the heat burnished side shall be installed facing down
(against the Super Grip Net geomembrane).
In the presence of excessive wind, geotextile shall be weighted with sandbags or equivalent. Sandbags shall be
installed during placement and shall remain until removed and replaced with soil cover material.
Adjacent geotextile shall be joined according to the Manufacturer’s recommendations, the Manufacturer’s
Installation Guide, Construction Drawings, and Specifications. As a minimum, the following requirements shall be
met:
1) Adjacent rolls shall overlap the geotextile by at least six inches
2) The edges of the geotextile shall be continuously sewn or heat bonded together using a method approved by
the ENGINEER
Holes or tears in the geotextile shall be repaired by sewing or heat-bonding a patch of geotextile extending a
minimum of two feet beyond the edges of the hole or tear.
3.8 Leachate Collection Drainage Layer
The leachate collection layer shall consist of clean, subangular, loose non-carbonate sand or fine gravel used to
protect the geosynthetic base liner and provide drainage for leachate. The leachate collection layer shall be
placed according to the Technical Specifications and Construction Drawings. The leachate collection layer shall
be free of rubble, wood, stumps, brush, metal, cinders, trash, demolition debris, garbage, topsoil, organic soil,
loam, sludge, and other deleterious materials.
3.8.1 Material Evaluation
Preconstruction material evaluations shall be performed on samples from potential sources to ascertain their
acceptability as construction materials. Testing shall be performed to verify material compliance with Section
334623 (Leachate Collection Layer) of the Technical Specifications.
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Criteria to be used for determination of acceptable materials for construction shall be as defined in the Technical
Specifications and as detailed in this CQA Plan. All evaluation tests are to be performed in the Geotechnical CQA
Laboratory approved for use by the CQA Consultant. Test reports will state compliance with or deviation from
applicable ASTM standards.
3.8.1.1 Preconstruction Material Evaluation
Material proposed for use in construction of the leachate collection layer shall be tested in accordance with
Section 334623 of the Technical Specifications to ascertain their acceptability as construction materials. Where
material types vary substantially and are not segregated, representative blends anticipated for leachate collection
layer construction should also be sampled and tested.
As a general rule, a minimum of two series of preconstruction tests should be performed for every source of
material to be used as leachate drainage material. Additional preconstruction samples should be taken when the
material varies or as soon as the initial preconstruction test results appear inappropriate or questionable. When
the same borrow source is utilized for more than one base liner area, results from previous tests may be used to
supplement the preconstruction data.
Prior to delivery of the proposed leachate collection material to the site, at least two samples from each proposed
source shall be tested as follows:
1) Grain Size – ASTM C136
2) Permeability – ASTM D2434
3) Carbonate Content – ASTM D3042
4) Interface Friction Angle – ASTM D5321 (one test per project)
3.8.2 Construction Observation and Testing
Observation of the drainage layer placement shall be coordinated with construction testing. Acceptance criteria for
construction work shall be as identified in the Technical Specifications. At a minimum, the CQA Consultant shall
observe and record the following during the placement of the leachate collection layer:
1) Consistency of the materials during processing and placement
2) Lift thickness
3) Deleterious material that may damage underlying geosynthetic components
4) Equipment used for placing leachate collection layer materials is not driven directly onto the geomembrane
5) A minimum thickness of 12 inches of leachate collection material is maintained between a light dozer
(ground pressure of 5 psi or lighter) and the geosynthetics (or as required by the Technical Specifications)
When placing overlying material on the geomembrane, every effort must be made to minimize wrinkle
development. Small wrinkles should be isolated and covered as quickly as possible to prevent their growth. The
placement of cover materials shall be observed by the CQA Consultant to ensure that wrinkle formation is
minimized and, in all cases that the geomembrane is not folded over on itself. The leachate collection layer
thickness shall be determined by survey.
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The leachate collection layer material shall be tested during construction by QA Personnel in accordance with
Section 334623 of the Technical Specifications to verify material compliance. During construction, the leachate
collection material shall be tested as follows:
1) Grain Size – ASTM C1361 test per 5,000 CY of in-place material
2) Permeability – ASTM D2434 1 test per 5,000 CY of in-place material
3.8.3 Defects and Repairs
If a defect is identified in the leachate collection layer, the CQA Consultant shall determine the extent and the
nature of the defect. If the defect is indicated by an unsatisfactory test result, the CQA Consultant shall determine
the extent of the deficient area by additional tests, observations, a review of records, or other means that the CQA
Consultant deems appropriate.
After determining the extent and nature of the defect, the CQA Consultant shall promptly notify the
CONTRACTOR and the ENGINEER.
The CONTRACTOR shall correct all deficiencies to meet the Technical Specifications. The CQA Consultant shall
schedule appropriate retests when the defect has been corrected. Retests by the CQA 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 shall observe the repair and report any noncompliance with the above
requirements in writing to the ENGINEER.
3.9 HDPE Piping
The work addressed under this section shall facilitate proper construction of all HDPE piping for the collection and
removal of leachate from the landfill. All work shall be constructed to the lines, grades, and dimensions indicated
on the Construction Drawings, in accordance with the Technical Specifications, or as required by the OWNER or
ENGINEER.
3.9.1 Manufacture of HDPE Pipe
The CONTRACTOR shall submit manufacturer’s data sheets, certification of compliance with specifications for all
pipes, fittings and appurtenances. Prior to the installation, the CONTRACTOR shall provide the CQA Consultant
with the following:
1) A properties sheet including all specified properties measured using test methods indicated in the Technical
Specifications or equivalent methods approved by the ENGINEER and CQA Consultant
2) A certification that property values given in the properties sheet are minimum or maximum values and are
guaranteed by the Manufacturer
The CQA Consultant will verify that:
1) The property values certified by the Manufacturer meet all of the Technical Specifications; and
2) The measurements of properties by the Manufacturer are properly documented, the test methods used are
acceptable, and the HDPE pipe meets the Manufacturer’s specifications and the Technical Specifications
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3.9.2 Transportation and Delivery
All storage and handling on-site is the responsibility of the CONTRACTOR. The CONTRACTOR is responsible
for the submittal of all other relevant documents to the CQA Consultant.
Upon delivery at the site, the CQA Consultant shall conduct a surface observation of the pipe as is feasible for
defects or damage. The inspection will be performed without unstacking pipe unless defects or damage are found
or suspected. The CQA Consultant will indicate those pipes with severe flaws that should be removed from the
site.
Once on site, the CONTRACTOR will be responsible for the storage of the pipe. The OWNER will provide
storage space in a location (or several locations) such that transportation and handling are minimized. The
storage space should be protected from theft, vandalism, passage of vehicles, etc.
3.9.3 Construction
3.9.3.1 Pipe Placement
Piping shall be field fit and not cut based on measurements made from the Construction Drawings. Pipe shall be
carried manually by using mechanical equipment with flat forks or fabric slings. Pipe shall not be dragged on the
ground. The CONTRACTOR shall join pipes using the Manufacturer-recommended fusion methods. The pipe
bedding and backfill shall be prepared and the pipe placed and buried as required in the Technical Specifications.
During placement, The CQA Consultant will verify that:
1) Equipment used does not damage the HDPE pipe by handling, excessive heat, or other means;
2) The prepared surface and trench underlying the HDPE pipe has not deteriorated since previous preparation
and is still acceptable immediately prior to pipe placement;
3) Personnel do not engage in activities that could damage the pipe;
4) Methods used to place the pipe do not damage the pipe or supporting soil;
5) The pipe is backfilled in a method to completely support the pipe with bedding; and
6) Methods used to backfill the pipe do not displace the pipe.
3.9.3.2 Non-destructive Testing
Non-perforated HDPE pipe shall be tested by the CONTRACTOR using non-destructive techniques after
backfilling the pipe. The Contractor shall perform hydrostatic testing (ASTM F2164) under the observation of the
CQA Consultant according to Section 400533 of the Technical Specifications. Test the electrical integrity of the
installed tracer wire prior to backfilling the pipe.
Any portion of piping failing the pressure test shall be repaired. Damaged pipe shall be removed and replaced
when pipe damage cannot be satisfactorily repaired. If the hydrostatic test fails, the failing section shall be
located, removed, and rejoined.
3.9.3.3 Final Inspection
A final inspection shall be completed by the CONTRACTOR and CQA Consultant prior to backfilling the pipe. All
identified problem areas shall be repaired by the CONTRACTOR and accepted by the CQA Consultant prior to
backfilling.
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4.0 CONSTRUCTION QUALITY ASSURANCE DOCUMENTATION
Upon completion of the capping construction project, the CQA Consultant will prepare the Construction Quality
Assurance Record Report. This Report will be sealed by a Professional Engineer licensed in North Carolina
certifying that the closure has been completed in accordance with the approved Closure Plan and Technical
Specifications.
4.1 CQA Report Contents
The CQA Report will contain information relating to the materials, methods, testing and other documentation to
support the Engineer’s certification. The Report shall contain a narrative describing the construction and CQA
activities each phase of the construction project. Supporting documentation in the form of manufacturer submittals
and test results (lab and field) will be submitted as appropriate for each activity. At a minimum, the report shall
contain the following sections:
1) Project description, description of stakeholder parties;
2) Earthwork activities to prepare the liner subgrade;
3) Geosynthetics;
4) Protective Cover and Vegetative Support Layer installation;
5) Stormwater controls;
6) Other construction as pertinent to the project;
7) As-built drawings sealed by a Land Surveyor licensed in North Carolina, showing:
a) Existing (pre-construction conditions);
b) Geomembrane subgrade;
c) Geomembrane panel layout and repair locations;
d) Geomembrane panel layout and destructive sample locations;
e) Top of Final Cover layer with thickness verification
One copy of the CQA Report and two sets of as-built drawings will be provided to ADEM within 30 days of
completion of construction.

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EARTHWORK REV 1 Golder Associates April 2020 310000-1 Project No. 1895531
SECTION 310000 EARTHWORK (REVISION 1) PART 1 – GENERAL
1.01 Work Included A. The work under this section includes the furnishing of all labor, equipment, and materials, and completing all operations in connection with excavating, backfilling, compacting, grading, and placing soil materials and all other incidental work necessary for construction
according to the Construction Drawings and Technical Specifications. B. The CONTRACTOR shall comply with applicable codes, ordinances, rules, regulations and laws of local, municipal, state, or federal authorities having jurisdiction. C. The CONTRACTOR shall locate all existing active and abandoned utilities and structures in
work areas prior to commencing any excavation activities and shall protect from damage those utilities and structures which are to remain in place D. Grading tolerance for the landfill base grade shall be -0.0 to +0.2 feet. Grading tolerance
for all fill and backfill shall be ±0.1 feet. Protective cover soil and vegetative support layer thickness tolerances shall be -0.0 to +0.2 feet.
E. Definitions 1. Excavation shall mean the removal from place of all materials and shall include soil;
facilities; structures above and below ground; rock; pavements; topsoil; boggy waste; rubbish; tree stumps; boulders; logs; ashes; cinders; organic material such as peat,
humus, or organic silt; softened or disturbed soils; or other unsuitable bearing materials determined in the field by the ENGINEER.
2. Mucking or mucking-out shall mean excavation, as defined herein before, without
prior dewatering.
1.02 References A. Construction Quality Assurance Plan B. Latest Version of American Society for Testing and Materials (ASTM) standards: 1. D6913 Standard Test Methods for Particle Size Distribution (Gradation) of Soils Using Sieve Analysis 2. D698 Laboratory Compaction Characteristics of Soil Using Standard Compaction Effort 3. D2487 Classification of Soils for Engineering Purposes (Unified Soil Classification System) 4. D8167/D8167M-18a Standard Test Method for In-Place Bulk Density of Soil and
Soil-Aggregate by a Low Activity Nuclear Method (Shallow Depth) 5. D6938-17a Standard Test Methods for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)
EARTHWORK REV 1 Golder Associates April 2020 310000-2 Project No. 1895531
6. D2937-17e2 Standard Test Method for Density of Soil in Place by the Drive-Cylinder Method 7. D2216-19 Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass
8. D4959-16 Standard Test Method for Determination of Water Content of Soil by Direct Heating 9. D422 Standard Test Method for Particle Size Analysis of Soils
10. D3080 Standard Test Method for Direct Shear Test of Soils Under Consolidated Drained Conditions 11. D4318 Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index
of Soils
12. D5321 Determining the Coefficient of Soil and Geosynthetic or Geosynthetic and Geosynthetic Interface Friction by the Direct Shear Method 13. D4767 Standard Test Method for Consolidated Undrained Triaxial Compression
Test for Cohesive Soils
14. D2166 Standard Test Method for Unconfined Compressive Strength of Cohesive Soil
1.03 Submittals A. Borrow Sources
1. All backfill and fill materials, unless otherwise specified, shall consist of suitable, selected, and approved (by the OWNER) soil from borrow areas. 2. The CONTRACTOR shall provide the OWNER or ENGINEER samples from each borrow source to be used as fill. From each borrow source, representative
composite sample(s) shall be tested for the following, at a minimum depending on proposed uses: a. USCS Soil Classification (ASTM D2487, including Grain Size Analysis -
ASTM D422 (or D6913) and Atterberg Limits - ASTM D4318); two per source or material type b. Compaction Testing (Standard Proctor) (ASTM D698); two per source or material type
3. If the OWNER or ENGINEER determines that the source contains more than one soil type, as determined by the Unified Soil Classification System (USCS), the tests listed shall be completed for each soil type.
4. Soils from borrow sources with potential exposure to contamination (such as petroleum or TCLP metals) may be subject to environmental testing at the
discretion of the OWNER.
EARTHWORK REV 1 Golder Associates April 2020 310000-3 Project No. 1895531
B. Shoring and Bracing 1. In cases where the excavation cannot be open cut to a safe working angle in accordance with applicable requirements or where excavation may jeopardize adjacent site areas or the stability of nearby structures or facilities, the CONTRACTOR shall submit drawings, computations and substantiating data,
prepared, signed, and sealed by a Professional Engineer licensed in the State of North Carolina, showing his proposed shoring and bracing design and method of construction for the information of the OWNER prior to the start of such construction. 2. Shoring and bracing systems shall be designed such that removal shall not jeopardize work already performed. Shoring and bracing systems shall not remain permanently
in place without the written approval of the OWNER. 3. Any review or comments by the OWNER shall not relieve the CONTRACTOR of his responsibility for sheeting and bracing.
4. In trenches, the sheeting shall be designed so that the lowest brace is no closer than
12 inches above the base of the structure to be installed. C. The CONTRACTOR shall submit the technical data sheet for the proposed compaction equipment to the OWNER or ENGINEER for review and approval.
D. Employ a professional land surveyor licensed in North Carolina to conduct an as-built
topographic survey of the subbase, top of the bottom liner, and protective cover subgrades, as appropriate, and prepare a survey drawing showing contours at maximum two-foot
intervals. Furnish the ENGINEER with three (3) copies of the topographic survey drawings. These drawings shall become part of the record drawings required by this contract.
1.04 Prequalifications
A. The CONTRACTOR shall be an experienced earthwork CONTRACTOR who has at least five years of experience. The CONTRACTOR shall have completed at least three projects with the same material and of similar scope as that indicated for this project with a successful installation and maintenance record of in-service performance.
B. The CONTRACTOR is required to demonstrate compliance to the above requirements to the satisfaction of the ENGINEER and OWNER. 1.05 Quality Assurance Program A. CONTRACTOR shall participate in and conform to the items and requirements of the quality assurance program as outlined in this Specification and the Construction Quality Assurance Plan. B. The OWNER will engage and pay for the services of a CQA Consultant and testing laboratory to monitor the earthworks operations and complete conformance testing. 1.06 Protection of People and Property A. The CONTRACTOR shall plan and conduct operations in accordance with OSHA and local codes and ordinances so as to prevent damage to existing structures, safeguard people and property, minimize traffic inconvenience, protect the structures to be installed, and provide safe working conditions.
EARTHWORK REV 1 Golder Associates April 2020 310000-4 Project No. 1895531
B. The CONTRACTOR shall control stormwater such that run-on and run-off do not affect the quality of receiving wetlands, brooks, streams, or rivers. The CONTRACTOR shall be responsible for cleaning (removal of silt) sedimentation and stormwater structures (swales, culverts, basins) as needed during construction, after stabilization of project areas, and at the conclusion of work prior to demobilization.
C. The CONTRACTOR shall be responsible for protecting existing environmental monitoring devices such as groundwater monitoring wells within the limits of work. Any damage to existing environmental monitoring devices resulting from construction activities shall be the responsibility of the CONTRACTOR to correct at no additional cost to the OWNER. D. Excavations, except as specified, shall be adequately shored and braced. Where the
installation of shoring is impractical or might cause damage, as a result of, but not limited to, vibration, settlement, or lateral movement, the CONTRACTOR shall utilize other methods. E. CONTRACTOR shall be solely responsible for proper excavation procedures including, but
not limited to, safe slope angles and the design and use of properly designed and installed shoring and bracing systems in accordance with OSHA and other applicable standards and
requirements. As required, shoring and bracing shall be designed by the CONTRACTOR's engineer who is a registered Professional Engineer in the State of North Carolina. Remove all shoring and bracing without disturbing backfill, bedding, haunching, pipes, or structures. The presence of the ENGINEER shall not relieve the CONTRACTOR of his responsibility to
properly design, install, and maintain shoring and bracing. The OWNER shall not be the competent person on the Site.
F. In cases where excavation without shoring and bracing is not permissible solely because of
protection of workers, trench boxes may be used.
G. The CONTRACTOR shall not stockpile any excavated material without OWNER approval. Stockpile location shall be approved by the ENGINEER or OWNER.
PART 2 – PRODUCTS 2.01 General A. No frozen earth shall be used for fill or backfill, and no fill or backfill shall be placed over frozen
surfaces. All fill and backfill materials shall be free from perishable and objectionable (as described below) materials. All fill shall be protected from frost if the ENGINEER judges frost will prevent the material from performing as required. B. All required fill materials shall be free from objectionable materials which may be compressible, or which cannot be properly compacted. It shall not contain rock fragments, broken concrete, masonry rubble, or other similar materials. It shall have physical properties such that it can be readily spread and compacted to the specified density. Snow, ice, and frozen soil shall be removed from fill material prior to placement.
C. Compact fill material to a minimum percentage of the maximum dry density as determined by a Standard Proctor Compaction Test (ASTM D698) as shown in the table below. Do not compact frozen fill material or onto frozen surfaces. Compacted fill material in place that does not meet the density requirements shall be removed, reworked and recompacted to meet or exceed density objectives.

EARTHWORK REV 1 Golder Associates April 2020 310000-5 Project No. 1895531
Material Type / Use Compaction Requirement Moisture Content
Structural Fill (General) 95% -3% to +3%
Structural Fill (Road Subgrade) 98% -2% to +2%
Structural Fill (Embankments) 95% -3% to +3% Structural Fill (Foundations) 95% -3% to +3%
Trench Backfill & Stockpile 90% -4% to +4%
Landfill Base Grade (modified) 95% -2% to +2%
Final Cover Low Permeability Soil TBD TBD
Vegetative Support Soil TBD TBD

2.02 Structural Fill Materials A. Structural fill materials shall be used as general fill, clean backfill, pipe bedding, and as other material as shown on the Construction Drawings. B. Structural fill materials shall be classified according to the USCS as GM, GC, SM, SC, ML,
or CL (ASTM D2487). C. Structural fill shall be free of rubble, wood, stumps, brush, metal, cinders, trash, demolition debris, garbage, topsoil, organic soil, loam, sludge, and other deleterious materials. The maximum stone size shall be two inches in any dimension and shall not comprise more than five percent of the total soil mass.
D. Structural fill shall be approved by the ENGINEER for each application. 2.03 Subgrade Materials A. Landfill Base Grade
1. The landfill base grade shall consist of the top 24 inches of earth materials (in-situ or modified) present at the grades established on the design drawings. 2. Base grade materials shall consist of in-situ soils having a Unified Soil Classification of SC, SM, ML, CL, MH, or CH, or shall be replaced with same and compacted to a
minimum of 95% of the maximum dry density as determined by ASTM D698 (Standard Proctor). 3. The finished subgrade shall be free of rubble, wood, stumps, brush, standing water,
metal, cinders, trash, demolition debris, garbage, topsoil, organic soil, loam, sludge, and other deleterious materials.. 4. The base grade surface shall be rolled with a smooth-drum compactor of sufficient weight to remove most wheel ruts, footprints, or other abrupt grade changes prior to the as-built topographic survey to confirm conformance with design base grades.
B. Final Cover Subgrade (Soil Cap Option) 1. The final cover subgrade (cap subgrade) shall consist of the top six (6) inches of
material comprising intermediate cover in completed landfill cells.
2. Final cover subgrade materials shall consist of soils having a USCS classification of SC, SM, ML, CL, MH, or CH, and shall be compacted to a minimum of 95% of the maximum dry density as determined by ASTM D698 (Standard Proctor).
EARTHWORK REV 1 Golder Associates April 2020 310000-6 Project No. 1895531
3. Final cover subgrade shall be free of rubble, wood, stumps, brush, standing water, metal, cinders, trash, demolition debris, garbage, topsoil, organic soil, loam, sludge, and other deleterious materials. 4. The final cover subgrade surface shall be rolled with a smooth-drum compactor of
sufficient weight to remove most wheel ruts, footprints, or other abrupt grade changes prior to the topographic survey to establish initial grades for comparison to subsequent layer surveys to determine conformance with design cap layer thicknesses. C. Final Cover Subgrade (Geosynthetic Cap Option)
1. The final cover subgrade (cap subgrade) shall consist of the top six inches of material underlying a geomembrane liner.
2. Final cover subgrade materials shall consist of soils having a USCS classification of SC, SM, ML, CL, MH, or CH, and shall be compacted to a minimum of 95% of the
maximum dry density as determined by ASTM D698 (Standard Proctor). 3. Final cover subgrade shall be free of rubble, wood, stumps, brush, standing water, metal, cinders, trash, demolition debris, garbage, topsoil, organic soil, loam,
sludge, and other deleterious materials. The maximum stone size shall be 1/2 inches in any dimension (unless otherwise approved by ENGINEER).
4. The interface friction angle between the final cover subgrade and the overlying
geosynthetics shall be greater than or equal to 25.8° as determined by ASTM D5321 or as required by the ENGINEER. a. Each direct shear test shall determine interface strength at normal stresses of 100 pounds per square foot (psf), 300 psf, and 500 psf. Tests shall be completed under fully saturated conditions (saturation time of 15 minutes), have a seat time of 15 minutes, and have a shear rate of 0.04 inches per minute (in/min). b. The direct shear test shall be completed using installation procedures used under actual field conditions. c. Additional samples shall be collected and tested if the material does not meet the minimum requirements of this Technical Specification. 5. The final cover subgrade surface shall be rolled with a smooth-drum compactor of sufficient weight to remove most wheel ruts, footprints, or other abrupt grade changes. Minor irregularities on the surface are acceptable as long as protrusions, rocks, etc. extending more than 1/2-inch from the subgrade are removed, crushed, or pushed into the surface with the smooth-drum compactor. 2.04 Final Cover Low Permeability Soil (Soil Cap Option) A. The final cover low permeability layer shall consist of at least 18 inches of pre-approved soil placed over the final cover subgrade.
EARTHWORK REV 1 Golder Associates April 2020 310000-7 Project No. 1895531
B. Final cover low permeability soil shall consist of soil materials having a USCS classification of ML, CL, or MH and shall be compacted to a moisture content and density within a specified window relative to optimum moisture content and maximum dry density as determined by ASTM D698 (Standard Proctor). The window (acceptable moisture and density ranges) will be set forth in the construction specification after permeability testing of the approved low permeability soil. The window will be established from moisture-density data correlating to
compacted permeabilities less than or equal to 1x10-5 cm/sec. C. The measured cohesion for the low permeability soil in a remolded (compacted) condition must meet or exceed 45 lb/sf, which is equivalent to a minimum unconfined compressive strength of 90 lb/sf, as determined by ASTM D2166. Alternatively, the minimum required angle of internal friction of the low permeability soil in a remolded (compacted) condition
is 25 degrees, as determined by ASTM D4767. The minimum strength criteria will establish the acceptable compaction criteria for the low permeability soil layer along with the permeability criterion designated above. D. Remediated contaminated soil shall not be permitted as low permeability layer material.
2.05 Final Cover Vegetative Support Soils (Topsoil) A. The vegetative support layer materials shall consist of the minimum six (6) inches of vegetation-supporting soil placed directly over the protective cover soils. The vegetative support layer soils shall be compacted to the minimum acceptable value determined in Item C below to facilitate root penetration for plant growth.
B. Vegetative Support Layer shall be free of rubble, wood, stumps, brush, metal, cinders, trash, demolition debris, garbage, loam, sludge, and other deleterious materials. The maximum stone size shall be 1 inch in any dimension (unless otherwise approved by ENGINEER). C. The measured cohesion for the vegetative support soil in a remolded (compacted) condition
must meet or exceed 45 lb/sf, which is equivalent to a minimum unconfined compressive strength of 90 lb/sf, as determined by ASTM D2166. Alternatively, the minimum required angle of internal friction of the vegetative support soil in a remolded (compacted) condition is 25 degrees, as determined by ASTM D4767. The minimum strength criteria will establish the
acceptable compaction criteria for the vegetative support soil layer.
D. Remediated contaminated soil shall not be permitted as vegetative support layer material. PART 3 – EXECUTION 3.01 General A. Construct project features to the lines and grades shown on the Construction Drawings. B. Excavation 1. Excavation shall be performed, at a minimum, to the lines and grades indicated on the Construction Drawings. Additional excavation shall only be performed to achieve a stable working base or to "bridge" over weak subgrade materials if approved by the ENGINEER. The limits of additional excavation shall be determined by the OWNER and ENGINEER.
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2. For the purposes of identifying, verifying, measuring and paying for bedrock or ledge rock (“rock”) removal, non-rippable rock shall be defined as material occurring in open excavations that cannot be dislodged using a CAT D-8 or equivalent size dozer equipped with a single-tooth ripper and making 3 or more passes in orthogonal directions and producing less than 0.5 cubic yard of loosened rock.
3. Excavated materials shall be transported to stockpile or placement locations, as indicated on the Construction Drawings or as directed by the OWNER. C. Grading/Fill
1. Uniformly grade areas to a smooth surface, free of irregular surface changes, to the lines and grades indicated on the Construction Drawings. Provide a smooth transition between existing grades and new grades.
2. Prepare areas to receive fill by grading the area to a uniform surface. Scarify the surface as directed by the CQA Consultant or ENGINEER. Dry or wet the area to
establish acceptable moisture content. Do not place fill until the subgrade has been approved by the CQA Consultant. 3. Unless otherwise specified, place fill and trench backfill material in lifts of not more
than nine inches in compacted depth for material compacted by heavy construction equipment, and not more than four inches in loose depth for material compacted
by hand-operated tampers. Compact fill and trench backfill material as specified in Section 2.01.
3.02 Preparation A. The CONTRACTOR shall establish and identify required lines and levels.
B. The CONTRACTOR shall maintain benchmarks, monuments, and other reference points and reestablish them if disturbed or destroyed, at no cost to OWNER. C. Before commencing grading, the CONTRACTOR shall establish the location and extent of utilities in the work areas. The CONTRACTOR shall notify utilities to remove and relocate
lines that are in the way of construction and are not to be relocated as a part of the work covered by these Technical Specifications. D. The CONTRACTOR shall maintain, protect, reroute, or extend as required existing utilities
to remain in place that pass through the work area. E. The CONTRACTOR shall clear and grub the proposed work area within the limits of construction and in accordance with the Construction Drawings. 1. In areas to be cleared, remove all stumps, roots ½-inch or larger, organic material,
and debris to a depth of approximately one foot below existing grade, or one foot below the proposed subgrade elevation, whichever is lower. 2. Grub areas within a 10-foot zone bordering all proposed structures and pipelines.
3. Useable topsoil collected during clearing and grubbing shall be stockpiled onsite
in areas designated by the OWNER.
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F. The CONTRACTOR shall install adequate erosion and sediment controls to prevent erosion in the vicinity of the planned earthworks operations. The CONTRACTOR shall maintain the erosion and sediment controls for the duration of construction. Accumulated sediment shall be disposed of by the CONTRACTOR in a manner approved by the OWNER.
G. Diversion ditches, either permanent or temporary, shall be constructed in accordance with the Construction Drawings and as necessary to control surface water. The CONTRACTOR shall be responsible for constructing diversion ditches as required to divert run-on around the construction area and maintain the diversions until approved by the OWNER or ENGINEER.
H. The CONTRACTOR shall install barriers and other devices to protect areas adjacent to construction. I. The surfaces of final cover subgrade and infiltration/protection soil layers must be scarified
prior to placement of subsequent layers to ensure bonding between the layers.
3.03 Stripping and Stockpiling A. Excavated materials classified suitable for use as fill material shall be stockpiled in designated areas free of incompatible soil, debris, or other objectionable materials. Stockpile areas shall be approved by the OWNER.
B. Excavated material classified as topsoil shall be segregated from fill and stockpiled as specified by the OWNER. C. Stockpiles of fill or topsoil shall be no steeper than 3:1 (horizontal: vertical), graded to drain, sealed by tracking (vertically) with a dozer or other means approved by the ENGINEER, and dressed daily during periods when fill is taken from the stockpile. Adequate erosion
and sediment controls shall be employed to manage potential erosion of the stockpiles. 3.04 Trench Excavation and Backfill A. Trenching and backfilling shall comply with all OSHA and other applicable safety requirements.
B. During filling and backfilling operations, pipelines will be checked by the OWNER or CQA Consultant to determine whether any displacement of the pipe has occurred. If the inspection of the pipelines shows poor alignment, displaced pipe or any other defects, the defects designated by the OWNER or CQA Consultant shall be remedied in a satisfactory manner by the CONTRACTOR at no additional expense to the OWNER. Any pipe that is damaged shall be replaced at the CONTRACTOR’s expense. C. Excavation
1. Excavation for all drainage, piping, and other structures shall conform to the lines and grades shown on the Construction Drawings. Excess or unsuitable material removed from the excavations shall be replaced with approved material. 2. Slope sides of excavations shall comply with OSHA and local codes and ordinances having jurisdiction.
a. The CONTRACTOR will be responsible for all shoring, bracing, trench boxes, etc., necessary to complete the excavation and pipe installation in a safe manner.
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b. Shore and brace where sloping is not possible because of space restrictions or stability of material excavated. 3. Unless directed otherwise by the OWNER or ENGINEER, excavations shall not be backfilled until the work as installed conforms to all requirements specified in
these Technical Specifications. D. Pipe Bedding 1. The bottoms of excavations shall be thoroughly compacted and in an approved condition prior to placing pipe bedding.
2. Pipe bedding shall be graded, compacted, and shaped so that the full length of pipe barrel has complete and uniform bearing for the bottom quadrant of each pipe.
3. Pipe bedding shall be placed in layers not exceeding four inches in loose depth. Each layer shall be compacted by at least two passes of an approved plate-type
vibratory compactor. E. Backfilling
1. Backfill trench with clean backfill, as shown on the Construction Drawings and specified in this section, that meets the requirements for structural fill unless
otherwise approved by the OWNER or ENGINEER and as detailed.
2. Place backfill material by hand, and compact in layers not exceeding six inches compacted thickness. The moisture content of backfill shall be such that proper
compaction will be obtained. It is the responsibility of the CONTRACTOR to ensure that the minimum specified densities are obtained.
3. All trench backfilling shall be carefully placed to avoid disturbance of new work.
4. Puddling or jetting of backfill with water will not be permitted.
5. Each lift of trench backfill material shall be moistened as necessary and
compacted in to the proper compaction to provide the necessary support and protection for the pipe.
a. Compact soil materials using equipment suitable for materials to be
compacted and work area locations.
b. Hand-operated plate type vibratory or other suitable equipment may be used in areas not accessible to larger rollers or compactors, and to avoid
damaging pipes or structures.
c. Any backfill that fails to comply with the minimum compaction requirements specified shall be re-compacted or, if necessary, removed to the limits directed by the OWNER or ENGINEER. All of this work shall be completed by the CONTRACTOR at no additional expense to the
OWNER.
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F. After backfilling, the CONTRACTOR shall maintain the filled surfaces in good condition with a smooth surface level with adjacent undisturbed surfaces. Any subsequent settling shall be immediately repaired by the CONTRACTOR in a manner satisfactory to the OWNER or CQA Consultant. Such maintenance shall be provided by the CONTRACTOR for the remainder of this contract at no additional expense to the OWNER.
3.05 Quality Assurance A. Soil tests shall be performed by the CQA Consultant and an approved geotechnical laboratory to ensure adequate placement and compaction of material. Soil testing shall be performed at the minimum frequencies presented below, unless in conflict with the CQA Plan, in which case the CQA plan minimum frequencies will govern.

Property (1) Test Method QA Testing Frequency
USCS Soil Classification (2) ASTM D2487 1 per 5,000 yd3
Moisture Content (3) ASTM D2216-19 1 per 10,000 yd3
Moisture-Density Relationship (Standard Proctor) (3) ASTM D698 1 per 10,000 yd3
In-place density ASTM D2937-17e2 ASTM D8167/D8167M-18a
ASTM D6938-17a
1 per 10,000 ft2/lift
In-place moisture content ASTM D4959-16 ASTM D6938 1 per 10,000 ft2/lift
Layer Thickness - Survey Grid survey 1 per 10,000 ft2
Layer Thickness - Direct Direct measurement 1 per acre (min)
1. The CQA Consultant shall prepare a drawing showing the horizontal and vertical locations of all test locations. 2. Includes grain size (ASTM D422 or D6913) and Atterberg Limits (D4318) as appropriate. 3. Additional tests may be required when soil gradation tests indicate that there has been a change in the material being supplied 4. Testing of trench backfill material will involve in-place moisture content and density tests in accordance with ASTM D6938 at one test per 100 linear feet of trench in lieu of the moisture and density frequencies listed above. B. The CONTRACTOR shall cooperate with the CQA Consultant in obtaining samples for testing and conducting in-situ tests during the construction period. The CONTRACTOR shall provide all necessary labor, equipment, and material to refill sample locations.
C. If the tests conducted on a particular lift of the placed material do not meet required specifications, the CONTRACTOR shall be responsible for any expenses incurred performing additional tests following replacement, relocation or re-compaction of the material until passing test results are achieved. 3.06 Protection and Acceptance
A. Protect the finished surface from erosion, desiccation, or other damage. B. Develop a contingency plan for responding to construction deficiencies due to inclement weather, defective materials, and construction inconsistent with the Technical Specifications. The plan shall provide a methodology for selecting and implementing corrective action.
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C. Portions of the work damaged due to exposure shall be reworked to meet the Technical Specifications or, at the discretion of the CQA Consultant, removed and replaced with conforming material at no additional cost to the OWNER. 3.07 Removal of Shoring and Bracing Materials
A. Where the CONTRACTOR is permitted and elects not to remove shoring and bracing material, all such material shall be removed to the extent that the top of the material shall be a minimum of 5 feet below the proposed finished grade. No shoring or bracing may remain in place within the limits of the proposed geomembrane or GCL placement. B. Removal of shoring and bracing shall be carried out in a manner such that no structure shall
be disturbed or damaged during or after removal. Protection of structures during the removal of shoring and bracing shall be the sole responsibility of the CONTRACTOR, and any disturbance or damage shall be rectified at no expense to the OWNER.

* * * * * END OF SECTION * * * * *

REPORT
Operation Plan
Moore County Construction and Demolition Landfill
Substantial Amendment to Permit No. 63-01-CDLF-1992
Submitted to:
Moore County Public Works
5227 US Highway 15-501, Carthage, North Carolina, USA, 28327

Submitted by:
Golder Associates NC, Inc.
5B Oak Branch Drive, Greensboro, North Carolina, USA 27407
NC Engineering License No. C-2862
[phone]
1895531
April 2, 2020 (REV1)

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Table of Contents

1.0 PURPOSE AND SCOPE ................................................................................................................................ 1
2.0 FACILITY STAFF AND TRAINING ................................................................................................................ 1
3.0 WASTE ACCEPTANCE AND DISPOSAL ..................................................................................................... 1
4.0 WASTE EXCLUSIONS ................................................................................................................................... 2
5.0 WASTE INSPECTION..................................................................................................................................... 3
6.0 COVER MATERIAL REQUIREMENTS .......................................................................................................... 4
7.0 SPREADING AND COMPACTING REQUIREMENTS .................................................................................. 4
8.0 DISEASE VECTOR CONTROL ...................................................................................................................... 4
9.0 AIR CRITERIA AND FIRE CONTROL ........................................................................................................... 5
9.1 Air Quality ............................................................................................................................................. 5
9.2 Fire Control ........................................................................................................................................... 5
9.2.1 General ........................................................................................................................................... 5
9.2.2 Fire on Landfill Working Face ......................................................................................................... 5
9.2.3 Fire in Landfill Equipment ............................................................................................................... 6
9.2.4 Explosions ....................................................................................................................................... 7
10.0 ACCESS AND SAFETY REQUIREMENTS ................................................................................................... 7
11.0 EROSION AND SEDIMENTATION CONTROL REQUIREMENTS ............................................................... 8
12.0 DRAINAGE CONTROL AND WATER PROTECTION REQUIREMENTS .................................................... 8
12.1 Operational Controls and Water Quality Monitoring ............................................................................ 8
12.2 Leachate Outbreaks ............................................................................................................................. 8
13.0 OPERATING RECORD AND RECORDKEEPING REQUIREMENTS .......................................................... 9
14.0 EXCEPTIONAL OPERATIONS .................................................................................................................... 10
15.0 MISCELLANEOUS WASTE MANAGEMENT .............................................................................................. 10
15.1 Solid Waste Collection Center ........................................................................................................... 10
15.2 Yard Waste ......................................................................................................................................... 10

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APPENDICES
Appendix A – Water Quality Monitoring Plan
Appendix B – Landfill Gas Monitoring Plan
Appendix C – Waste Screening Inspection Form
Appendix D – Solid Waste Management Facility Fire Occurrence Notification
Appendix E – Yard Waste Treatment and Processing Facility Operations Plan

OPERATION PLAN DRAWINGS
Drawing 02 – Site Development Plan
Drawing 03 – Existing Conditions
Drawing 07 – Proposed Expansion Final Grading and Drainage Plan
Drawing 09 – Cell 6 Expansion 5 Year Fill Sequencing

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1.0 PURPOSE AND SCOPE
The purpose of this plan is to identify protocols for the overall operation and maintenance of the active
Construction and Demolition (C&D) Landfill (landfill or facility) which is owned and operated by Moore County
under permit 63-01-CDLF-1992. This plan was prepared in general accordance with Rule 13B .0542 and provides
details of the procedures and policies that shall be implemented throughout the life of the proposed landfill
expansion.
2.0 FACILITY STAFF AND TRAINING
The facility maintains a staff of full- and part-time administrators, operators and support personnel that normally
consists of the following roles and numbers of personnel:
 Solid Waste Director (1)
 Landfill Supervisor (1)
 Weighmaster (2 full-time, 1 part-time)
 Equipment Operator (3 full-time, 1 part-time)
 Truck Driver (2 full-time, 3 part-time)
 Laborer (part-time or inmates, number varies)
The Solid Waste Director will be MOLO-certified by SWANA to comply with NCGS 130A-309.25. Other key landfill
staff will be certified by SWANA as Landfill Operations Specialists. Records of operator training and any issued
certificates will be placed in the operating record.
3.0 WASTE ACCEPTANCE AND DISPOSAL
The facility receives C&D waste only from sources within Moore County. The landfill will accept only those solid
wastes it is permitted to receive. The County will notify the North Carolina Department of Environmental Quality
(NCDEQ) – Division of Waste Management (DWM or Division) within 24 hours of the attempted disposal of any
waste the landfill is not permitted to receive, including waste from outside the area the landfill is permitted to
serve. A waste screening plan and waste acceptance plan will be made available to the NCDEQ-DWM upon
request.
All vehicles must stop at the scale house located at the entrance of the facility. All refuse transportation vehicles
are weighed and the contents of the load assessed. The scale attendant requests from the driver of the vehicle
entering the landfill a description of the waste it is carrying to confirm that unacceptable waste is not allowed into
the landfill. The attendant then visually checks the vehicle as it crosses the scale.
The landfill will accept C&D solid waste as defined by NC solid waste management rules. C&D solid waste is
“solid waste generated solely from the construction, remodeling, repair, or demolition operations on pavement and
buildings or structures. C&D waste does not include municipal and industrial wastes that may be generated by the
on-going operations at buildings or structures”. The C&D waste is disposed on the working face of the landfill,
compacted, and covered with soil at least weekly.
Landfilling will continue in Phase 5, which consists of a vertical expansion above all prior phases, until
commencing waste disposal in Cell 6 (see Site Development Plan, Drawing 02 and Existing Conditions, Drawing
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03). Landfilling in Cell 6 will proceed in roughly 10-foot thick lifts over the entire cell footprint in a sequence similar
to building a pyramid (see Cell 6 Expansion 5 Year Fill Sequencing, Drawing 09) until all phases are complete and
the landfill reaches capacity (see Proposed Expansion Final Grading and Drainage Plan, Drawing 07).
4.0 WASTE EXCLUSIONS
The following wastes are prohibited and will not be disposed of in the C&D landfill unit:
1) Containers such as tubes, drums, barrels, tanks, cans, and bottles unless they are empty and perforated to
ensure that no liquid, hazardous or municipal solid waste is contained therein;
2) Garbage as defined in G.S. 130A-290(a)(7);
3) Hazardous waste as defined in G.S. 130A-290(a)(8), to also include hazardous waste from conditionally
exempt small quantity generators;
4) Industrial solid waste unless a demonstration has been made and approved by the NCDEQ-DWM that the
landfill meets the requirements of Rule .0503(2)(d)(ii)(A);
5) Liquid wastes;
6) Asbestos waste;
7) Medical waste as defined in G.S. 130A-290(a)(18);
8) Municipal solid waste as defined in G.S. 130A-290(a)(18a);
9) Polychlorinated biphenyls (PCB) wastes as defined in 40 CFR 761;
10) Radioactive waste as defined in G.S. 104E-5(14);
11) Septage as defined in G.S. 130A-290(a)(32);
12) Sludge as defined in G.S. 130A-290(a)(34). Wastewater treatment sludge may be accepted by rule, with the
prior approval of the NCDEQ-DWM, for utilization as a soil conditioner and incorporated into, or applied onto,
the vegetative growth layer. The wastewater treatment sludge may not be applied at greater than agronomic
rates or to a depth greater than six inches;
13) Special wastes as defined in G.S. 130A-290(a)(40);
14) White goods as defined in G.S. 130A-290(a)(44); and
15) Yard trash as defined in G.S. 130A-290(a)(45).
The following wastes will not be received if separate from C&D waste:
1) Lamps or bulbs including but not limited to halogen, LED, incandescent, neon or fluorescent;
2) Lighting ballast or fixtures;
3) thermostats and light switches;
4) Batteries including but not limited to those from exit and emergency lights and smoke detectors;
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5) Lead pipes;
6) Lead roof flashing;
7) Transformers;
8) Capacitors; and
9) Copper chrome arsenate (CCA) and creosote treated woods.
Waste accepted for disposal in the C&D landfill unit must be readily identifiable as C&D waste and must not have
been shredded, pulverized, or processed to such an extent that the composition of the original waste cannot be
readily ascertained. However, C&D waste that has been shredded, pulverized or otherwise processed may be
accepted for disposal from a facility that has received a permit from an authorized regulatory authority which
specifies such activities are inspected by the authority and whose primary purpose is recycling and reuse of the
C&D material.
A container will be located near the working face to collect and remove banned and/or recyclable items. Moore
County, or its employees, will not knowingly dispose any type or form of C&D waste that is generated within the
boundaries of a unit of local government that, by ordinance:
1) Prohibits generators or collectors of C&D waste from disposing that type or form of C&D waste, or
2) Requires generators or collectors of C&D waste to recycle that type or form of C&D waste.
5.0 WASTE INSPECTION
In order to assure that prohibited wastes are not entering the landfill facility, a screening program will be
implemented. Wastes shall be screened visually at both the scale house entrance and the working face by trained
personnel. Screening for visual and olfactory characteristics of prohibited wastes is an ongoing part of the landfill
operation.
Approximately one (1) percent of all waste trucks bound for the C&D landfill will be selected for a more thorough
screening. Selected vehicles will be directed to an area of intermediate cover adjacent to the working face where
the vehicle will be unloaded. The waste will be inspected for municipal solid waste (MSW), liquid waste,
hazardous waste, PCB waste, and other banned items. Waste is carefully spread using suitable equipment. An
attendant trained to identify wastes that are unacceptable inspects the waste discharged at the screening site.
If unacceptable waste is found, the load will be isolated and secured by constructing a berm around the area. For
regulated hazardous or PCB wastes, the Solid Waste Division Manager will notify officials of the NC DEQ,
Division of Waste Management. 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 County’s current “random load check” inspection form is included in Appendix C. The inspection form will
include the following information:
 Date and times wastes were received for inspection;
 Source and type of wastes;
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 Vehicle and driver identification;
 All observations made by the inspector; and
 Final disposition of waste after inspection.
Records of information gathered as part of the waste screening program will be maintained at the landfill during
the active life of the C&D unit and as long as required by the County and the Division.
6.0 COVER MATERIAL REQUIREMENTS
Cover will be placed on solid waste using six (6) inches of earthen material or an approved alternate cover
material (ACM) when the waste disposal area exceeds one-half (1/2) acre and at least once weekly. Cover will be
placed at more frequent intervals if necessary, to control disease vectors, fires, odors, blowing litter, and
scavenging. A notation of the date and time of the cover placement will be recorded in the operating record.
The facility may choose at any time to use an approved ACM in the manner prescribed in the NCDEQ-DWM
guidance document titled Approved Alternative Daily Cover Materials for Use at Sanitary Landfills and dated July
21, 2017. One approved ACM currently in use is a soil/mulch mixture (S&M) using mulch from on-site yard waste
treatment and processing. The S&M mixture is used at ratios from 80% soil to 20% mulch up to 50% soil to 50%
mulch by volume and to the full depth of six inches. S&M mixture will not be used for intermediate cover.
Areas which will not have additional wastes placed on them for three months or more, but where final termination
of disposal operations has not occurred, will receive at least 6 inches of intermediate cover soil and be stabilized
with vegetative ground cover or other stabilizing material.
The County may opt to use of alternative materials or an alternative thickness of cover from the NCDEQ-DWM by
demonstrating that the alternative material or thickness controls disease vectors, fires, odors, blowing litter, and
scavenging without presenting a threat to human health and the environment.
7.0 SPREADING AND COMPACTING REQUIREMENTS
Incoming waste will be confined to the smallest working face feasible. Compaction using a landfill compactor will
occur on a regular basis to densify the waste as much as practical. Appropriate control devices such as berms,
fences, and cover material will be used as needed to minimize windblown litter. At the conclusion of each
operating day, windblown material will be collected and disposed in the active landfill cell.
8.0 DISEASE VECTOR CONTROL
The County will prevent or control on-site populations of disease vectors using techniques appropriate for the
protection of human health and the environment. For the purposes of this item, "disease vectors" means any
rodents, flies, mosquitoes, or other animals or insects capable of transmitting disease to humans. Vectors are
generally attracted by opportunities for food and shelter. C&D waste is not a food source for most if any vectors.
Vectors seeking shelter in the waste mass can be discouraged by covering the waste and proper grading to
prevent ponding of water. If vectors become a problem, a licensed exterminator or other legal means of control
shall be implemented.
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9.0 AIR CRITERIA AND FIRE CONTROL
9.1 Air Quality
The County will ensure that the disposal area does not violate any applicable requirements developed under a
State Implementation Plan (SIP) approved or promulgated by the U.S. EPA Administrator pursuant to Section 110
of the Clean Air Act, as amended.
9.2 Fire Control
9.2.1 General
The following protocols will be utilized for fire control at the facility:
 Smoking will be confined to designated areas only, away from active areas of the landfill, fueling stations,
methane vents, and other fire sensitive areas.
 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. In those cases, and prior to any burning, a request
must be sent to NCDEQ-DWM for review and approval. In addition, the Division of Air Quality and local fire
department must approve the activity prior to burning. A notation of the date of approval and the name of the
NCDEQ-DWM personnel who approved the burning will be included in the operating record. Fires that
develop spontaneously at the C&D unit working face will be extinguished by covering the burning area with
soil.
 Hot loads (smoking, steaming, smoldering or burning) will be isolated for further action. If vehicles
approaching the scale house are observed to have signs of a hot load, they will be inspected before being
allowed to enter the facility. If burning or hot contents are confirmed, the load will be soaked with water and
the vehicle directed to a designated staging area for further observation. If vehicles inside the facility but not
yet at the working face, or at the working face, are observed to have signs of a hot load, they will be stopped
and directed to an open graveled or bare ground area well away from and downwind of the working face.
There the load can either be soaked with water and the vehicle held for further observation, or the load can
be dumped and covered with soil for later disposal. Only when actual or suspected hot loads are confirmed
to be extinguished and “cold” will they be disposed in the active working face.
 Equipment will be provided to control accidental fires and arrangements will be made with the local fire
protection agency to immediately provide fire-fighting services when needed.
 Fires and explosions that occur at the landfill require verbal notice to the NCDEQ-DWM within 24 hours and
written notification within 15 days. Written notification must include the suspected cause of the fire or
explosion, the response taken to manage the incident, and the action(s) to be taken to prevent the future
occurrence of fire or explosion. The standard NCDEQ-DWM form titled Solid Waste Management Facility
Fire Occurrence Notification (Revised 6/15/2016) will be used and is included in Appendix D.
9.2.2 Fire on Landfill Working Face
The following actions will be taken if a fire develops at the working face.
1) Notify the supervisor of the existence of the fire.
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2) If the supervisor determines the fire is controllable, follow his/her instructions. Heavy equipment should be
used to push burning waste away from the working face and then cover it with soil until the fire is
extinguished.
3) If the supervisor determines the fire to be uncontrollable, evacuate the area immediately using
predetermined evacuation paths.
4) The supervisor shall notify the scale attendant via two-way radio or cell phone that a fire has developed on
the C&D unit and provide the status of the fire. If it is determined that the fire is uncontrollable, advise the
scale attendant to call 911 for fire and rescue. If the fire is deemed to be controllable, inform the scale
attendant of steps to be taken until the fire is extinguished. The scale attendant will not allow additional
vehicles to enter the facility until the fire has been extinguished. The scale attendant will direct emergency
vehicles to the location of the fire.
5) The supervisor and landfill employees will assist fire and rescue personnel as directed by the senior fire
officer.
6) The supervisor will ensure that all landfill emergency equipment is prepared for reuse before resuming
normal operations.
9.2.3 Fire in Landfill Equipment
The main goal in controlling a fire involving landfill equipment is for the equipment operator to evacuate to safety.
The following steps should be followed in case of a fire involving landfill equipment.
1) Evacuate the equipment immediately upon discovery of a fire.
2) Inform the supervisor of the exact location of the fire, the equipment involved, and whether any individuals
remain in the equipment.
3) Follow the supervisor's instructions to control the fire and to allow rescue of injured individuals remaining in
the equipment.
4) The supervisor shall notify the scale attendant via two-way radio of the existence of the fire involving
equipment and if any personnel are injured and/or remain in the equipment. The scale attendant will call 911
for fire and rescue if needed and will dispatch a vehicle to the landfill entrance to escort emergency vehicles
to the location of the fire. The scale attendant will not allow additional vehicles to enter the facility until the
fire is extinguished.
5) If the supervisor deems the fire to be controllable and no injuries have occurred to personnel, the fire will be
extinguished by appropriate measures (i.e., fire extinguisher).
If the supervisor determines assistance from local fire and rescue will be required, efforts to mitigate damages and
control the fire to prevent spreading will be taken until the fire and rescue teams arrive. These measures include:
 performing first aid on injured personnel
 dousing burning equipment with fire retardant or water
 moving other equipment from the vicinity of burning equipment
 directing vehicles currently unloading waste away from the disposal area
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9.2.4 Explosions
In the event of an explosion at the C&D unit, the following procedures should be followed:
1) Evacuate to a safe area.
2) Assist in rescue of injured personnel.
3) The supervisor will notify the scale attendant of the occurrence of an explosion and the results of such
explosion (fire, injured personnel, malfunctioning equipment, etc.). The scale attendant will call 911 for fire
and rescue if needed and will dispatch a vehicle to the landfill entrance to escort emergency vehicles to the
location of the explosion. The scale attendant will not allow additional vehicles to enter the facility.
4) Fires that occur as a result of the explosion will be responded to as outlined above.
5) The supervisor and landfill employees will assist fire and rescue personnel as directed by the senior fire
officer.
6) The supervisor will ensure that all emergency equipment is prepared for reuse before resuming normal
operations.
7) The supervisor will alert the scale attendant when the situation is under control and when normal operations
can resume.
8) The supervisor will prepare a written report of the incident and submit it to the Solid Waste Manager within
three (3) working days.
10.0 ACCESS AND SAFETY REQUIREMENTS
Entry to the site will be limited to landfill personnel, approved contractors, approved waste haulers, visitors, and
other properly identified persons whose entry is authorized by the site management. The County reserves the
right to restrict access to the site. Visitors may be allowed near the active area only when accompanied by a site
representative.
1) The landfill will be adequately secured by means of gates, chains, berms, fences and other security
measures approved by the NCDEQ-DWM to prevent unauthorized entry. The landfill entrance is protected
by a 6-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 motor vehicle due to steep slopes, berms, water
barriers, trees, etc. The disposal areas will be surrounded on all sides by natural barriers, fencing, or an
equivalent means of controlling vehicular access and preventing illegal disposal. Gates will limit access, and
such gates will be securable and equipped with locks.
2) In accordance with G.S. 130A-309.25, an individual trained in landfill operations must be on duty at the site
while the facility is open for public use and at all times during active waste management operations to ensure
compliance with operational requirements.
3) The access road to the site and access roads to monitoring locations and the working face will be of all-
weather construction and maintained in good condition.
4) Dust will be controlled on the access roads by applying water on an as-needed basis.
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5) An entrance sign will be posted stating the facility’s name, permit number, and operating hours, as well as
wastes excluded from the facility, such as liquid, hazardous and municipal solid waste. Additional signs will
be posted for allowable speed limit and to promote an orderly traffic pattern to and from the discharge area,
and to maintain efficient operating conditions.
6) The removal of solid waste from the landfill is prohibited unless it is consistent with a recycling program that
has been approved by NCDEQ-DWM. The general public is prohibited from removing any solid wastes or
from scavenging on the working face.
11.0 EROSION AND SEDIMENTATION CONTROL REQUIREMENTS
Adequate sediment control measures consisting of vegetative cover, materials, structures or devices will be
utilized to prevent sediment from leaving the facility.
An Erosion and Sediment Control Plan has been approved by the NCDEQ Division of Land Resources, Land
Quality Section (“Letter of Approval” dated November 25, 2009). The plan will be adhered to and measures
maintained in good working order.
12.0 DRAINAGE CONTROL AND WATER PROTECTION REQUIREMENTS
12.1 Operational Controls and Water Quality Monitoring
The following operational controls are considered part of normal landfill operations:
1) Surface water is diverted from the operational area;
2) Surface water is not impounded over or in waste; and
3) Solid waste is not disposed of in water.
Perimeter drainage channels are located at the toe of the landfill to direct surface runoff to three sediment basins
that discharge through engineered outlet structures to natural outfalls and tributaries to Horse Creek.
The goal is to prevent the discharge of pollutants into Waters of the United States, including wetlands, that would
violate any requirements of the Clean Water Act, including NPDES requirements. The County monitors surface
water discharges from the facility under General Permit No. NCG120000, Certificate of Coverage No.
NCG120084.
As described in the approved Water Quality Monitoring Plan, the landfill has a comprehensive surface and
groundwater monitoring program to provide early detection of any leachate migration problems. In the event any
constituents are detected above the allowable limits, measures will be taken to assess the extent of
contamination. If necessary, corrective actions will be taken to prevent pollution of waters or wetlands.
12.2 Leachate Outbreaks
Occasionally leachate seeps occur on temporary or exterior slopes with intermediate cover, usually soon after
intense or prolonged rain events. These breakouts are believed to be due to lateral movement of locally perched
leachate that forms above layers of low-permeability operational cover soil near exterior slopes.
Weekly inspections for leachate outbreaks will be conducted as part of regular inspections for needed landfill
maintenance, and unscheduled inspections will be conducted after intense or prolonged rain events. When
significant or persistent outbreaks are observed, the normal response will be to excavate into the slope at the site
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of the outbreak and remove the restrictive soil or waste material that is causing leachate to collect and disrupting
normal percolation and absorption inside the landfill. Significant or persistent leachate outbreaks requiring
intervention will be recorded in the operating record.
Should leachate leave the landfill perimeter or other containment and reach surface waters, constituting a
“release”, the procedures outlined in the NCDEQ-DWM guidance document for leachate release sampling and
investigation will be followed (Leachate Release Sampling & Analysis Guidelines for MSW Landfills, January 31,
2020).
13.0 OPERATING RECORD AND RECORDKEEPING REQUIREMENTS
The Operating Record will include records of facility inspections, waste receipts, waste inspections, customer
accounts, recyclables processed, pass-through waste quantities and vendors, environmental and safety incidents,
and employee training and will be kept at the facility and made available to NCDEQ-DWM upon request within a
reasonable period of time.
Permit documents, groundwater, surface water and landfill gas monitoring reports and analytical data, engineering
reports, construction documents, cost estimates, and financial assurance documentation will be kept in the office
of the Solid Waste Manager. Such information will be made available to NCDEQ-DWM upon request within a
reasonable period of time.
This Operation Plan will be kept at the facility and at the office of the County Public Works Director. All information
contained in the Operating Record will be furnished to NCDEQ-DWM according to the permit or upon request, or
will be made available for inspection by NCDEQ-DWM at the facility.
As required by Rule .0542, the Operating Record will include the following information:
1) Records of random waste inspections, monitoring results, certifications of training, and training procedures
(Rule .0544);
2) Amounts by weight of solid waste received at the facility to include, consistent with G.S. 130A-309.09D,
county of generation;
3) Any demonstration, certification, finding, monitoring, testing, or analytical data (Rules .0544 through .0545);
4) Any closure or post-closure monitoring, testing, or analytical data (Rule .0543);
5) Any cost estimates and financial assurance documentation (Rule .0546);
6) Notation of date and time of placement of cover material;
7) Open burning permits or approval documents and copies of facility fire occurrence notifications provided to
NCDEQ-DWM;
8) Documentation of significant or persistent leachate outbreaks requiring intervention, and follow-up
investigation and/or correction plans/reports for leachate releases;
9) All audit records, compliance records and inspection reports;
10) A copy of the approved Operation Plan (Rule .0542) and the Engineering Plan (Rule .0539);
11) A copy of the current Permit to Construct and Permit to Operate; and
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12) The Monitoring Plans (Rule .0544), included as Appendices A and B to this plan.
14.0 EXCEPTIONAL OPERATIONS
In the event of a force majeure (major equipment breakdown, major fire, explosion, hazardous spill, natural
disaster, extended power outage, disruption in public infrastructure, mandated curfew, or other atypical event that
dramatically affects the normal operation of the landfill, the Solid Waste Manager, with the assistance of others,
will develop and implement an event-specific contingency operation plan. If the contingency plan requires the
redirection or suspension of landfill service, the public and NCDEQ-DWM will be notified within 24 hours.
If the contingency plan does not require the redirection or suspension of landfill service, the Solid Waste Manager
will be responsible for providing the personnel and equipment necessary to handle exceptional operation events
in a manner consistent with the requirements of the Permit to Operate.
15.0 MISCELLANEOUS WASTE MANAGEMENT
15.1 Solid Waste Collection Center
A manned solid waste collection center is located near the entrance of the landfill for receipt of approved solid
wastes not to be disposed on site. The public convenience area is approximately a half-acre in size and accepts
aluminum cans, household trash, newspapers, magazines, scrap metal, mixed paper, plastic (#1-7), cardboard,
and electronic wastes. Separate areas near the entrance are maintained for scrap tires (up to 5 at no charge),
appliances (white goods), and glass. The County provides enclosed trailers and open top containers with
identifying signs for each of the acceptable materials. Space is maintained between containers for facilitating
inspection and firefighting.
Users of the collection center do not cross the scales but must enter and exit through the main landfill gate. The
operating hours are Monday through Saturday from 7:00 a.m. to 7:00 p.m. The site is closed on the following four
holidays: New Year’s Day, Independence Day, Thanksgiving Day, and Christmas Day.
When a container is full, it is removed from the collection center by Moore County staff. Household trash (MSW) is
relocated to the on-site MSW transfer station for disposal, which is operated by Republic Services of NC, LLC
(Permit # 63-02T). Recyclables, scrap tires, white goods, glass, and electronic wastes (collectively “pass-through
waste”) are managed in designated locations on site and transferred off site periodically by vendors under
contract to the County.
Refer to the Site Development Plan, Drawing 02, for the locations of the public convenience area, the MSW
transfer station, and the various pass-through waste management areas on site.
15.2 Yard Waste
Two (2) yard waste staging and/or treatment and processing areas are located on site (see Site Development
Plan, Drawing 02). The facility stores and/or stockpiles unprocessed vegetation and ground materials in the
designated areas, but they are not distributed to the public or composted by the County. The materials are
transported under contract to permitted compost facilities and wood waste burners (boiler fuel), or used on site as
a soil amendment and/or landfill cover supplement. Refer to the newly revised Yard Waste Treatment and
Processing Facility Operations Plan, included in Appendix E, for more details.

golder.com
APPENDIX C
Waste Screening Inspection Form
APPENDIX D
Solid Waste Management Facility
Fire Occurrence Notification
SOLID WASTE MANAGEMENT FACILITY
FIRE OCCURRENCE NOTIFICATION
NCDEQ Division of Waste Management
Solid Waste Section
Notify the Section verbally within 24 hours and submit written notification within 15 days of the occurrence.
(If additional space is needed, use back of this form.)
NAME OF FACILITY:PERMIT #
DATE AND TIME OF FIRE:@
HOW WAS THE FIRE REPORTED AND BY WHOM:
LIST ACTIONS TAKEN:
WHAT WAS THE CAUSE OF THE FIRE:
DESCRIBE AREA, TYPE, AND AMOUNT OF WASTE INVOLVED:
WHAT COULD HAVE BEEN DONE TO PREVENT THIS FIRE:
DESCRIBE PLAN OF ACTIONS TO PREVENT FUTURE INCIDENTS:
NAME:TITLE:DATE:
***********************************************************************************************************
THIS SECTION TO BE COMPLETED BY SOLID WASTE SECTION REGIONAL STAFF
DATE RECEIVED _________________________________
List any factors not listed that might have contributed to the fire or that might prevent occurrence of future fires:
___________________________________________________________________________________________________________
FOLLOW-UP REQUIRED:
NO PHONE CALL SUBMITTAL MEETING RETURN VISIT BY:____________________ (DATE)
ACTIONS TAKEN OR REQUIRED:
Revised 6/15/2016
APPENDIX E
Yard Waste Treatment &
Processing Facility Operations Plan
Moore County Landfill
Yard Waste Treatment and Processing Facility
Operations Plan

Permit No. 63-01
Moore County, NC

Revised April 2, 2020

Moore County
5227 US Hwy 15/501
Box 1927
Carthage, North Carolina 28327

TABLE OF CONTENTS
I. INTRODUCTION ................................................................................................................... 1
II. HOURS OF OPERATION, SIGNS AND ACCESS ................................................................ 1
III. WASTE ACCEPTANCE AND PROCESSING ..................................................................... 1
A. Processing Procedures .....................................................................................................1
B. Monitoring and Testing ...................................................................................................3
C. Wastes Accepted .............................................................................................................3
D. Unacceptable Waste ........................................................................................................3
E. Stormwater Management .................................................................................................4
IV. CONTINGENCY PLAN ...........................................................................................................4
A. Equipment Breakdown ................................................................................................... 4
B. Fire Contingency ............................................................................................................ 4
C. Vectors and Odors .......................................................................................................... 4
D. Inclement Weather ......................................................................................................... 4
E. Dust and Litter ................................................................................................................ 4
V. WORKER SAFETY AND TRAINING .................................................................................... 5
VI. RECORD KEEPING ................................................................................................................ 5
FIGURES
Figure 1, Site Plan

Moore County Landfill i Operations Plan
Yard Waste Treatment and Processing Facility REV April 2020
I. INTRODUCTION

The purpose of this Operations Plan is to identify protocols for the overall operation of the Moore County Landfill Yard Waste Facility which is owned and operated by Moore County (County). The facility is located within the Moore County Landfill property and is permitted under Construction and Demolition (C&D) Landfill Permit #63-01.
The yard waste facility areas are located as indicated on the attached Site Plan (Figure 1). The facility will store and/or stockpile unprocessed or ground material in the designated areas. The ground material will not be distributed to the public or composted by the County. It will be transported to either a compost facility, a wood waste burner, or used on-site.

II. HOURS OF OPERATION, SIGNS AND ACCESS
The facility’s hours of operation will be the same as the landfill. Notices are to be posted at the
scale house advising users of observed holidays.
Signs placed at the entrance of the landfill will provide the type of waste acceptable to be received at the C&D landfill and the yard waste facility along with the hours of operation for each.
The access roads from the scale house to the facility will be of all-weather construction.

III. WASTE ACCEPTANCE AND PROCESSING
A. Processing Procedures
This narrative is provided to give additional operational details of the facility.

1. Incoming Material
Incoming waste managed at the facility will primarily include curbside collected yard
waste from within Moore County including its municipalities, materials dropped off by the general public, yard waste delivered by private companies, pallets and materials such as untreated, unpainted wood waste from processing plants, and storm debris. A County staff person will manage the scale area where the material is weighed. The scale attendant will confirm the material make-up of the load and direct the customer to

Moore County Landfill 1 of 5 Operations Plan Yard Waste Treatment and Processing Facility REV April 2020
a waste receiving area. Yard trash consisting of landscaping and yard maintenance
debris such as brush, grass, tree limbs, and similar vegetative material, will be maintained in a pile in the yard waste storage area. Bulky waste consisting of pallets, woody waste (such as large tree limbs), engineered wood products (such as plywood and particleboard) and unpainted, untreated lumber will be maintained in a separate
pile in the waste storage area.

The County subcontracts the grinding and stockpiling of the resulting mulch. When the waste storage area is 75% full, the County will contact the grinding subcontractor.
Both yard trash and bulky wastes will be processed through the grinder although yard
trash will generally be processed separately from the bulky waste. As each type of waste is processed through the grinder, a front-end loader will create a stockpile of that material. The stockpiles will be no larger than 30 feet high, 50 wide, and of unlimited length. Multiple stockpiles may be necessary depending on the quantity of incoming
and outgoing material. The stockpiles will be spaced adequately to allow vehicle access
in the event of a fire.
While the grinder is being operated, the loader operator will visually screen the material for contaminants. Contaminants include materials which would harm the equipment or
which are not accepted at the facility but were not identified by the scale attendant. Unacceptable waste (reject material) includes material such as construction demolition waste, painted wood, and metal. The reject material will be stockpiled in a reject area and be back-hauled to the County’s C&D landfill or the on- site municipal solid waste (MSW) transfer station.

2. Outgoing Material
Processed yard trash will not be composted at this facility. The processed material will be hauled directly from the stockpiles about once per quarter. The following are current
destinations for the processed material. McGill Environmental Services Brooks Contractor Merry Oaks Facility NCDEQ Permit #19-05 NCDEQ Permit #19-06 1195 Beal Road
634 Christian Chapel Church Road Goldston, NC 27252 New Hill, NC 27562 Contact: Judy Brooks Contact: Bill Kish [phone] [phone] [e-mail] [e-mail]

Moore County Landfill 2 of 5 Operations Plan Yard Waste Treatment and Processing Facility REV April 2020
Oldcastle Lawn and Garden
107 Reservation Road Aberdeen, NC 28315 Contact: Dave Besaw
Carolina Landscapers, Inc.
PO Box 35 Pageland, SC 29728 Fat Monkey Express
4824 Beulah Hill Ch Rd
West End, NC 27376
These companies are responsible for providing loaders and trucks to remove the material.
Bulky waste will be sent to area businesses for boiler fuel. Depending on the quantity
of bulky waste received, the County may combine the bulky waste with yard trash. The County will not distribute either product to the public.
B. Monitoring and Testing
Temperature monitoring of the ground yard trash will be conducted monthly or more frequently as dictated by observations, weather patterns, or temperature trends concluded from monitoring results. To monitor temperature, a County staff member will visually inspect and use a proper instrument to routinely measure the product temperatures making sure that temperatures do not exceed 160 degrees Fahrenheit. To prevent the stockpiled
products and wastes from ignition due to spontaneous combustion, the County will routinely measure the stockpile temperature, maintain product moisture, and/or increase the turning frequency. These activities will be documented accordingly and placed in the operating record.
C. Wastes Accepted
The facility will accept only the waste it is permitted to receive, including, but not limited to, the following: yard trash (as defined in G.S. 130 A-290), pallets, and other untreated, unpainted wood, leaves, and grass clippings.
D. Unacceptable Waste
Unacceptable wastes will not be processed within the yard waste facility. Unacceptable waste (reject material) includes material such as construction demolition waste, painted wood, and metal. The reject material will be stockpiled in a reject area and be back- hauled to the County’s C&D landfill or the on-site municipal solid waste (MSW) transfer station.

Moore County Landfill 3 of 5 Operations Plan Yard Waste Treatment and Processing Facility REV April 2020
E. Stormwater Management
The stockpile area will be graded to minimize stormwater run-on. Stormwater that comes in contact with the stockpiles will be diverted by the drainage channels to on-site sediment
basins.

IV. CONTINGENCY PLAN
A. Equipment Breakdown
Since the grinding and material removal operation is subcontracted, it is the responsibility
of the subcontractor to provide backup equipment.
B. Fire Contingency
The Moore County Landfill is located in the Pinebluff Volunteer Fire Department district
and the Department is aware of the operation of the facility. The facility also borders two
additional fire districts, Aberdeen and Pinehurst Fire Districts. Under a shared response agreement, each entity would send units to assist at the facility. It is the intent of the County to remove the material from the facility as it is processed. The stockpiles will be adequately spaced and sized to allow for inspection and access by firefighting equipment. Reporting
procedures for fires and explosions are the same as for the C&D landfill.

C. Vectors and Odors
Vectors are typically not associated with the type of waste handled at this facility. Odors are not expected to be an issue. However, if the product is left on site for more than 30 days and the conditions for “passive composting” occur, the County will increase the frequency
of stockpile turning to help eliminate this problem.
D. Inclement Weather
During inclement weather, the incoming material will be stockpiled. The grinding operation may not be operational during this time. When favorable conditions resume, the
facility may need to increase operational hours temporarily in order to process the stored material.
E. Dust and Litter
If dust becomes a nuisance or safety hazard during processing of materials, arrangements
will be made to spray operations water to minimize dust. At the end of each day of operation, windblown material resulting from the operation will be collected and returned to the area.

Moore County Landfill 4 of 5 Operations Plan Yard Waste Treatment and Processing Facility REV April 2020
V. WORKER SAFETY AND TRAINING
The subcontractors that perform the grinding and hauling shall be responsible for training personnel to carry out their assigned duties. County staff will be on site to observe the waste unloading, processing, and removal.

VI. RECORD KEEPING
The following daily operational records will be maintained and summarized into a monthly
report for use in the required annual reports:

(1) quantity in tons of waste received,
(2) quantity in tons of waste removed, and
(3) the location rejected waste was sent to.

An annual report for the period July 1 to June 30 shall be submitted to DEQ in accordance with the permit, (typically around August 1), and shall contain:
(1) the facility name, address, and permit number;
(2) total quantity in tons of waste received at the facility during the year;
(3) total quantity in tons of waste removed from the facility during the year covered by the report; and
(4) the location that rejected waste was sent to.
Records shall be maintained in the facility operating record for a minimum of two years.
Records shall be available for inspection by the North Carolina Department of Environmental Quality (NCDEQ) personnel during normal business hours and shall be provided to DEQ upon request.

Moore County Landfill 5 of 5 Operations Plan Yard Waste Treatment and Processing Facility REV April 2020
. 11 ac.

Area 1 - Yard Waste T & P
+ Storage
11.0 acres, 30,000 cu. yd. max
Area 2 - Storage Only
2.8 acres, 8,000 cu. yd. max
Figure 1 – Site Plan
T & P
REPORT
Closure & Post Closure Plan
Moore County Construction and Demolition Landfill
Substantial Amendment to Permit No. 63-01-CDLF-1992
Submitted to:
Moore County Public Works
5227 US Highway 15-501, Carthage, North Carolina, USA, 28327
Submitted by:
Golder Associates NC, Inc.
5B Oak Branch Drive, Greensboro, North Carolina, USA 27407
NC Engineering License No. C-2862
[phone]
1895531
April 2, 2020 (REV 1)
April 2, 2020 (REV 1) 1895531

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Table of Contents

1.0 INTRODUCTION ............................................................................................................................................. 1
2.0 CLOSURE PLAN ............................................................................................................................................ 1
2.1 Cap System Design ............................................................................................................................. 1
2.2 Final Cap Area and Waste Inventory ................................................................................................... 2
2.3 Cap System Material Requirements .................................................................................................... 2
2.4 Stability ................................................................................................................................................. 2
2.5 Cap System Installation ....................................................................................................................... 2
2.6 Gas Venting System ............................................................................................................................ 3
2.7 Notice of Closure and Date of Final Waste Acceptance ...................................................................... 3
2.8 Closure Activities .................................................................................................................................. 3
2.9 Schedule for Closure ............................................................................................................................ 3
2.10 Closure Certification ............................................................................................................................. 3
2.11 Recordation .......................................................................................................................................... 4
2.12 Cost Estimate of Closure Activities ...................................................................................................... 4
3.0 POST-CLOSURE PLAN ................................................................................................................................. 4
3.1 Planned Use ......................................................................................................................................... 4
3.2 Maintenance ......................................................................................................................................... 4
3.2.1 Security Control Devices ................................................................................................................. 4
3.2.2 Erosion Control ............................................................................................................................... 5
3.2.3 Cap Integrity .................................................................................................................................... 5
3.2.4 Stormwater Control System ............................................................................................................ 5
3.3 Monitoring Plan .................................................................................................................................... 5
3.3.1 Closed Site Inspections .................................................................................................................. 5
3.3.2 Inspection Frequencies ................................................................................................................... 5
3.4 Engineering Certification ...................................................................................................................... 6
3.5 Cost Estimate of Post-Closure Care Activities ..................................................................................... 6
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TABLES
Table 1: Cap System Requirements ......................................................................................................................... 2
Table 2: Post-Closure Inspection Frequencies ........................................................................................................ 6

APPENDICES
Appendix A – Cost Estimate of Closure and Post-Closure Care Activities
Appendix B – Post-Closure Inspection Checklist
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1.0 INTRODUCTION
The following Closure and Post-Closure Plan was prepared for Moore County Public Works, Solid Waste Division
(County) for their Construction and Demolition Debris Landfill (CDLF). This plan was prepared in accordance with
Title 15A Subchapter 13B of the North Carolina Administrative Code (NCAC) for submission to the North Carolina
Department of Environmental Quality (NCDEQ) Division of Waste Management (DWM). Specifically, this plan is
intended to meet the requirements of 13B.0543 for closure and post-closure of CDLF Facilities. The information
contained in this plan will be used to assist Moore County in the closure of active waste units and the
maintenance and monitoring required during the post-closure care period.
2.0 CLOSURE PLAN
2.1 Cap System Design
The cap system will consist of the following two components:
 A low permeability barrier consisting of at least 18 inches of soil having a permeability no greater than
1.0 x 10-5 cm/sec; and
 An erosion (topsoil) layer consisting of at least 18 inches of soil capable of sustaining plant growth.
Within 6 months of the anticipated date of final receipt of waste, Moore County will select the material(s) to be
used for the low permeability barrier layer. Potential feasible options include:
 18 inches of on-site k ≤ 10-5 cm/sec soils;
 18 inches of off-site k ≤ 10-5 cm/sec soils; or
 Geosynthetic barrier (i.e. GCL, LLDPE, etc.).
The County will evaluate the performance, cost, and long-term benefits of an all-soil cap versus a composite cap
incorporating a geosynthetic barrier. Availability of on-site soils will be evaluated for quantity and compliance with
the cap system requirements. Cost and availability of off-site soils will also be evaluated. The selected cap system
will be submitted to NCDEQ for approval prior to use.
The vegetative support layer will consist of no less than 18 inches of earthen material capable of sustaining
regionally adapted plant growth. It is anticipated that this layer will consist of suitable on-site or off-site borrow
material blended with compost and/or other soil amendments. The material for this layer will be selected
considering soil type, pH, erodibility, drainage, and other factors. The vegetation will be selected based upon the
following characteristics.
 Species that are locally adapted and resistant to drought and temperature extremes;
 Species having root growth characteristics that will not disrupt the low permeability barrier;
 Ability to thrive in depleted nutrient soil and to develop a good stand to resist erosion; and
 Ability to survive and function with little maintenance.
All cover material will be free of putrescible material, solid waste, construction debris, and other deleterious
materials.
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2.2 Final Cap Area and Waste Inventory
The largest area requiring the specified cap system is the built-out area of the entire CDLF or 27.3 acres. The final
landfill (cap) footprint is shown on Drawing 07 in the 2019 Permit Drawings. The contours shown represent the top
of the final cover layer. The built-out CDLF is designed to have top slopes of eight (8) percent and side slopes no
steeper than 3H:1V. These slopes should assure post-settlement slopes of at least five (5) percent but no steeper
than 33 percent (3H:1V). Refer to the 2019 Engineering Plan for a landfill settlement analysis.
The total gross capacity for Phases 1-8 is approximately 2,500,000 cubic yards, using the design final cover
grades. Using an assumed 9:1 waste-to-soil ratio for soils required for operations, and subtracting the final cover
soil volume, the estimated maximum inventory of waste on site over the active life of the facility is 2,131,200 cubic
yards, or approximately 1,065,600 tons using a waste density of 0.5 tons per cubic yard based on cumulative data
from the life of the facility.
2.3 Cap System Material Requirements
Based on placing a total depth of 3.0 feet of capping soil over the 27.3-acre landfill, approximately 132,000 CY of
in-place soil will be required for the regulatory cap system. The following table summarizes the approximate total
cap system requirements for landfill closure.
Table 1: Cap System Requirements
Cap System Component Volume (Cubic Yards)
Structural Fill (assume 6 inches on average) 22,000 CY
18-inch Permeability Layer 66,000 CY
18-inch Vegetative Support Layer 66,000 CY
Total 154,000 CY
Note: Structural Fill is anticipated to be used to prepare a uniform grade and to construct berms and side slope swales prior to capping.
2.4 Stability
Refer to the 2019 Engineering Plan for a veneer stability analysis.
2.5 Cap System Installation
Final cover components and run-on/run-off controls shall be installed in accordance with the 2019 Permit
Drawings and the facility’s approved Erosion and Sediment Control Plan. In general, the soils for the low
permeability layer and erosion layer will be spread using a tracked bulldozer and compacted as required. Testing
will be performed on the material during placement as required by the Engineering Plan’s technical specifications
and the Construction Quality Assurance (CQA) Plan. Those testing requirements should be considered as
guidance prior to the development of construction documents and will be adjusted based on a soil borrow
characterization study. Prior to closure, cap system installation requirements will be reevaluated and adjusted to
account for final landfill conditions and developments in landfill construction technology.
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2.6 Gas Venting System
A gas venting system is recommended to provide a means for releasing gas pressure from the capped landfill
without compromising the final cap’s integrity. The gas venting system design will be reviewed prior to closure to
incorporate advances in landfill construction technology. The attached closure construction cost estimate
assumes an average of one passive gas vent installed per acre of cap. A hypothetical gas vent layout using this
density is shown on Drawing 07 and a design detail of a typical gas vent is shown on Drawing 10 in the
Engineering Plan drawings.
2.7 Notice of Closure and Date of Final Waste Acceptance
Prior to beginning closure of the unit or portions thereof, the NCDEQ-DWM will be notified that a notice of intent to
close has been placed in the Operating Record.
2.8 Closure Activities
Moore County will begin closure activities for any portion of the CDLF unit meeting one or more of the following
requirements, unless an extension has been granted by NCDEQ-DWM.
 No later than 30 days after the date on which the CDLF unit or portion thereof receives the known final
receipt of waste;
 No later than 30 days after the date that a 10-acre or greater area of waste is within 15 feet of final
design grades, except in areas to be overlain with waste in subsequent phases; or
 No later than one year after the most recent receipt of wastes if the CDLF unit has remaining capacity.
It is anticipated that closure activities will be completed in accordance with this plan within 180 days following the
beginning of closure as specified above. An extension of the closure period may be requested provided that the
County demonstrates that the closure will, of necessity, take longer than 180 days and that appropriate steps to
prevent threats to human health and the environment from the unclosed CDLF unit have been taken.
2.9 Schedule for Closure
The anticipated schedule for closure activities is as follows:
Prepare construction plans and evaluate cap soils -180 days
Construction bid and award phase -90 days
Final closure trigger (see Section 2.8 above) Day 0
Construction phase Day 180
Engineer’s Certification Day 210
Record notation on deed Day 240
2.10 Closure Certification
A CQA report shall be submitted to the NCDEQ-DWM. The CQA report shall describe the observations and tests
used before, during, and upon completion of construction to verify the as-built construction and materials are in
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conformance with the closure construction plans and specifications. The CQA report shall contain as-built
drawings.
A signed certification from a registered professional engineer verifying that closure was completed in accordance
with the closure plan will be submitted to NCDEQ-DWM. A copy of the certification will also be placed in the
Operating Record.
2.11 Recordation
Following closure construction and the engineer’s certification, a notation on the deed to the facility property will
be recorded at the Moore County Register of Deeds office. The County will notify NCDEQ-DWM that the notation
has been recorded and a copy has been placed in the Operating Record. The notation on the deed shall in
perpetuity notify any potential purchaser of the property that the land has been used as a CDLF unit and its use is
restricted under the Closure Plan approved by NCDEQ-DWM.
2.12 Cost Estimate of Closure Activities
A cost estimate for closure activities required under Rule .0546 and assuming closure of the built-out CDLF is
provided in Appendix A.
3.0 POST-CLOSURE PLAN
This Post-Closure Plan is intended to maintain the environmental integrity of the Moore County CDLF during its
post-closure care period. It should be assumed that the post-closure care period will last at least 30 years after
closure completion. The required maintenance, at a minimum, will consist of the following:
 Maintaining the integrity and effectiveness of the final cap system;
 Monitoring groundwater and surface water;
 Maintaining and operating the gas venting and monitoring systems; and
 Maintaining erosion and sedimentation controls.
3.1 Planned Use
After the CDLF is officially closed in accordance with the Closure Plan, the landfill will be maintained in the as-
built, closed condition with no other planned use. The County will maintain control of the property and prevent
public access to the landfill during the post-closure period. Any other proposed post-closure use will be evaluated
for potential risks and discussed with NCDEQ-DWM before seeking approval.
There will be a permanent access road on the closed landfill to allow access to the top for maintenance during the
post-closure period. The final location and layout of the access road may be altered from that shown in the Permit
Drawings during implementation of the Closure Plan to accommodate conditions at that time.
3.2 Maintenance
3.2.1 Security Control Devices
All security control devices will be inspected and maintained as necessary to limit and control access to the site.
Locks, road gates, and fencing will be replaced if functioning improperly.
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Warning and information signs will be maintained legible at all times and will be replaced if irreparably damaged
by inclement weather or vandalism.
3.2.2 Erosion Control
If erosion of the cap system occurs during the post-closure period, the affected area will be repaired promptly, and
vegetation will be reestablished as needed.
3.2.3 Cap Integrity
Slopes will be maintained in order to prevent ponding of stormwater on the cap and to facilitate good drainage. If
vertical or horizontal displacement occurs due to differential settlement, the cause will be evaluated, and the cap
will be repaired with appropriate materials and grass cover reestablished. If persistent wet areas or spontaneous
vents are discovered on the side slopes (i.e., leachate or gas seeps), the extent of the breaches will be evaluated,
and repairs will be promptly implemented.
3.2.4 Stormwater Control System
All sediment basins, diversion channels, roadside ditches, and perimeter channels will be repaired, cleaned,
and/or realigned in order to maintain effective drainage. Any slope drains or culverts that are irreparably damaged
will be replaced.
3.3 Monitoring Plan
The closed C&DLF shall be monitored for 30 years. Regular inspections will be scheduled and conducted to
ensure the integrity and effectiveness of the cap system, stormwater control system, groundwater monitoring
system, gas venting system, and other features intended to protect human health and the environment.
3.3.1 Closed Site Inspections
Inspections of the site during the post-closure period will be conducted by the Owner or Owner’s representative
with special attention paid to the integrity of the final cap system. This includes inspection for erosion damage,
vegetative cover condition, and cap settlement, subsidence, breach, or displacement. Drainage ditches will be
cleared of litter and debris. The integrity of the groundwater and gas monitoring systems will be noted and
referred for maintenance as needed. Inspections of the closed site will also include examination of the security
control devices for evidence of breach, deterioration or vandalism to ensure access to the site is limited to
authorized persons. A Post-Closure Inspection Checklist is included in Appendix B.
A report of each inspection’s findings will be provided to the County’s Solid Waste Manager within 48 hours via
the post-closure inspection checklist, including any recommendations for actions necessary to ensure the site
continues to meet the closure performance standards. The landfill’s engineering consultant will also receive
copies of the inspection reports to address any comments that require engineering input.
Based on the inspections and current environmental monitoring reports, annual certifications by the owner or
owner’s representative will be placed in the Operating Record verifying that this Post-Closure Plan is being
followed and noting any discrepancies along with the corrective actions taken.
3.3.2 Inspection Frequencies
Inspections during the post-closure care period will be conducted on a regular basis according to the following
schedule.
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Table 2: Post-Closure Inspection Frequencies
Inspection Activity Years 1-5 Years 6-30
Security Control Devices Quarterly Quarterly
Cap Drainage System Semiannually Annually
Gas Monitoring System Semiannually Annually
Groundwater Monitoring System Semiannually Semiannually
Erosion and Sedimentation Semiannually Annually
Cap Integrity Semiannually Annually
Vegetative Cover Condition Semiannually Annually
Stormwater Control System Semiannually Annually
Benchmark Integrity Semiannually Annually

3.4 Engineering Certification
Following completion of the post-closure care period, the County will notify NCDEQ-DWM that a certification,
signed by a professional engineer and verifying that post-closure care has been completed in accordance with
this plan, has been placed in the Operating Record.
3.5 Cost Estimate of Post-Closure Care Activities
A cost estimate for post-closure activities required under Rule .0546 is included in Appendix A.

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Signature Page

Golder Associates NC, Inc.

Mark Taylor, PE Ron DiFrancesco, PE
Senior Consultant Principal and Practice Leader

MAT/JRD

Engineering Lic. No. C-2862/Geology Lic. No. C-399
Golder Associates NC, Inc. is a licensed user of the Golder trademark, and an associated operating entity.
Golder and the G logo are trademarks of Golder Associates Corporation.

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