0105_CobleCDLF_PermitApp_Response_FID1360316_20191015

From:Kemppinen, Hannu
To:Chao, Ming-tai; Stanley, Sherri; Sugg, William P
Cc:Deanna Martin ([e-mail]); [e-mail]; Joyce, Leonard; Davis, Amy; Bertolet,
Larry
Subject:[External] 2019-10-24 0105-CDLF1998-RTC2
Date:Thursday, October 24, 2019 11:11:11 AM
Attachments:image001.pngCoble 0105-CDLF-1998 RTC2 (2019 - Stamped).pdf
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Dear Ming,

On behalf of Coble’s CDLF, LaBella submits to the Section review Response to Comments 2
(RTC2) for the landfill permit renewal and Life of Site permit application. This submittal includes
the landfill engineering plan revised drawings and updated Plan sections as addressed in the
comment letter. The Section hydrogeologist has reviewed the water quality and landfill gas
monitoring plans and approved them for the permit renewal.

Thank you for your assistance in this permit renewal review process, and on behalf of Coble’s,
we look forward to the permit to operate (PTO) and Life of Site (LOS) approval.

Hannu Kemppinen, PG
LaBella Associates | Senior Project Manager
336-790-2252 direct
336-323-0092 office336-209-7156 mobile
2211 West Meadowview Road, Suite 101Greensboro, NC 27407
labellapc.com | Your Joyce Engineering Team Under a New Name

October 15, 2019

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

Re: Coble’s Construction and Demolition Debris Landfill (C&DLF)
Alamance County, Permit No. 0105-CDLF-1998, File ID No. (FID) 1321354
Response to September 12, 2019 review Comments
Life-of-Site Permit Application, Permit to Construction Application for Phase 3B, and
continued operation of Phases 1, 2, & 3A

Dear Mr. Chao:
LaBella Associates (LaBella) submitted on August 29, 2019 a permit application on behalf of
Coble’s C&DLF (FID 1320279) to the Solid Waste Section (SWS), Division of Waste Management
(DWM) for Life-of-Site permit for construction of Phase 3B and for continued operations of Phases 1,
2, & 3A of the Coble’s C&DLF. After a review of the permit application, the SWS informed the Cobles
via e-mail message dated September 12, 2019 (FID 1357327) with comments listed below.
SWScomments are repeated as they appeared on the September 12, 2019 email, and our
responses to the comments are in bold font for clarity and ease of reading.
1. (Facility Plan, 3. Special Engineering Features) Please specify the thickness (6-inches) of the
vegetative cover in consistent with Engineering Plan Drawing EP-06.
Engineering Plan Drawing EP-06 has been revised and EP-06A added as well as Section 3 of
the Facility Plan to reflect an 18-inch protective soil layer with vegetative cover.
2. A LCIDLF unit (not the one ALAMA-2002-028) that is located on the west side of the scale
house/ the C&DLF unit is shown/called out in Drawing No FP-01, Facility Plan.
i. What is the status of this disposal unit? Active or closed.
The LCID status CLOSED.
ii. What is the permit number of the unit?

Phase 4 is included in Permit 01-05-CDLF-1998.

2

iii. If the unit is active, the existing erosion and sediment control plan (ESCP) for the
C&DLF unit does not cover this LCIDLF unit. Please modify the existing ESCP permit
issued by the NC Land Quality Section to include this LCIDLF unit.
The LCID unit is Closed.
iv. Please provide property deed for this LCIDLF unit, which is seated at the permitted
landfill property but not inside the waste footprint of the C&DLF unit.
Not applicable, please see above responses (i–iii).
3. (Facility Plan, Appendix 2)
i. The component (18-inch-thick protective soil cover over GCL) of the proposed final
cover system of the CDLF unit that described in the Section 3 are inconsistent with
those (36-inch-thick earthen cover) in the design calculation in Appendix 2. Please
clarify.
Veneer stability and anchor trench design calculations are attached that reflect the
proposed alternate final cover system.
ii. The proposed alternative final cover system must satisfy the requirements in Rule
15A NCAC 13B .0543(c)(3).
The proposed GCL (5 x 10-9 cm/s) is expected to meet or exceed the permeability
requirements of the standard 1.0 x 10-5 cm/s low-permeability soil layer. As an
example for demonstration, GCL is an accepted substitute for the 2-foot thick clay
liner (1 X 10-7 cm/s) used as part of a Subtitle D liner system. Therefore, a GCL is
expected to be able to provide a greater reduction in infiltration relative to the 1.5-foot thick (1x10-5 cm/s) soil liner required as part of the Rule referenced above.
An 18-inch layer of earthen material (protective/vegetative layer) is proposed and
corresponds with the Rule referenced above. Calculations have been provided to
demonstrate that the proposed alternate final cover system is stable under closure
construction and long term post-closure conditions and maintain an ability to reduce
infiltration.
iii. Using the GCL as one of components of the proposed alternative final cover system,
a mean or path inside the cover system (such as drainage geocomposite material or
drain tube) may be required to relieve excess pore water pressure built up on
interface between the GCL and protective/vegetative soil layer. Additionally, the
veneer slope design is assumed the system is under a “drained” condition, which
does not reflect the field conditions in a long-stretch raining period. Please clarify.
Calculations performed determine the minimum transmissivity required for
geocomposite or other geosynthetic drainage product (such as a Drain Tube
Geocomposite) in addition to the maximum slope length between drainage media
outlets on the slopes.

3
iv. Anchor trench design for GCL should be included in Appendix 2.
Anchor trench design calculations for the proposed GCL alternate cap are included in
Appendix 2.
4. (Engineering Plan Drawing)
i. The gas vent detail & the typical final cover system shown on Drawing No. EP-06 should include the proposed alternative final cover system & a gas vent penetration
through GCL layer as described in Section 3 of the Facility Plan.
Drawing EP-06 has been revised and EP-06A added to show soil cap/alternate cap
designs and landfill gas vent penetration through the closure cap options.
ii. The anchor trench design and typical details for CGL installation must be added to
the drawing (referring Part 3.05 of the CQA Plan).
Closure cap anchor trench detail has been added to Drawing EP-06A.
5. (CQA Plan & Facility Plan, Appendix 2) The ASTM D 6243 shall be used to test interface friction
angle between GCL and geosynthetic or earthen material. Please revise the testing method
throughout the CQA & Facility Plans.
Testing Method D6243 revisions have been made to CQA Plan 3.1 and Specification
13315 GCL.
6. (CQA Plan) Please address the following concerns or provide the required info.
i. Part 1.1 states that the CQA Plan is intend to supplement, but not supersede, the
Contract Drawings and Specifications.” However, the Specifications appended to the CQA Plain does not include the following project related specifications – Earth Work
[including the landfill base grade per Rule 15A NCAC 13B .0540(2) &(5)], Final Cover
System including, but not limited to, Intermediate Soil Layer, Test Pad & Infiltration
Barrier, Soil Protective Layer, Vegetative Layer and Seeding, Drainage Composite
Material, Passive Landfill Gas Vent, Site Preparation and Restoration, Erosion and
Sediment Control including BMPs as shown the Engineering Plan Drawings, and As-
built Survey to confirm layer thickness.
Requested Specification Sections have been appended to the CQA Plan.
01410 Quality Assurance
02100 Site Preparation and Restoration
02218 Test Pad
02224 Intermediate Soil Layer
02227 Protective Soil Layer
02228 Structural Fill
02229 Low-Permeability Soil Cap
02936 Seeding
13302 Geocomposite
13303 Draintube Geocomposite
13315 GCL

4
13400 Friction Angle Testing
13910 LFG Vent
ii. Since the geosynthetic material (such as GCL) is proposing to be used for the landfill
final cover system, Part 1.3 should add the credential/qualification and responsibility
of a Geosynthetic Laboratory for conducting conformance testing.
Geosynthetic materials testing laboratory accreditation has been added to the CQA
Plan 1.3.5.
iii. In Part 1.3.3 the CQA Constant shall also be responsible for Quality Assurance of the
geosynthetic material & construction at the site.
Geosynthetic materials reference has been added; paragraph 1.3.3.
iv. In Part 1.3.6 the surveyor must conduct his/her task according to Rule 15A NCAC
13B .0540 (3) & (4).
Referenced rule requirements have been added to paragraph 1.3.7.
v. The certified CQA report shall be prepared as an individual portion of the CQA Plan
and not under “Part 2 – Earth Material. Additionally, the certified CQA report shall
meet the requirements stated in Rule 15A NCAC 13B .0541.
Noted correction has been made to the CQA Plan. Certification Section is added to
the end of the Plan.
vi. Part 1.4 should add the potential agenda or requirements per Rule 15A NCAC 13B
.0541(b). Additionally, a pre-construction meeting must be conducted prior to
beginning construction of the initial cell and as required by the permit.
Noted references have been added to CQA Plan paragraph 1.4.
vii. Table 1 that summaries soil testing methods and frequencies for Phase 1, 2, & 3
constructions has testing items & frequencies reduced from those in Table 1 of the
approved Phase 3 PTC Application dated May 2008 (DIN 4862). The changes made
to the new table are not acceptable, please use the previously approved Table 1 (DIN
4862). This determination is consistent with the proposal in Section 1 of the Closure
Plan dated August 2019.
TABLE 1 has been replaced with the approved for Phase 3 PTC 2008 as required.
viii. (Part 3.0) Provide the GCL conformance testing requirements (testing
items/methods, sampling procedures, testing results, procedures to manage test
failure, etc.) which will be conducted by Coble’s to ensure the GCL products used at
the project meet the manufacturer’s product sheet.
Noted requirements have been added for conformance testing.
7. Specification Section 13315 - GCL. Please add the following info.

5
i. (Part 2.03) According to GETCO, the following MQA testing and criterium of each
testing for Bentomat ST & Bentomat DN should be included: index flux, hydrated
internal shear strength, peel strength & tensile (grab) strength.
Reference to manufacturer's current Technical Data Sheets have been added to part
2.03 Product Quality Documentation in the specification.
ii. (Part 2.03) The “Standard” for fluid loss of 18 ml shall be the “maximum” amount.
Reference to manufacturer's current Technical Data Sheets TR404-ST / TR404-DN /
TR404-200R has been added to part 2.03.
iii. (Part 2.03) The MQA requirements/specifications for Bentomat DN shall be specified.
Reference to manufacturer's current Technical Data Sheets TR404-ST / TR404-DN /
TR404-200R has been added to part 2.03.
iv (Part 2.07B) Please explain why the normal stress of 250 psf is used for the GCL
interface shear strength testing. Should the normal stress selection mimic the
proposed final cover system?
Part 2.07 has been edited with reference to the internal/interface shear strengths
testing shall be performed in accordance with Specification Section 13400.
v. (Part 3.03) Items B & C specified the requirement / criterium of the GCL subgrade
material / intermediate cover, but not testing requirements. Please add the required
ASTM testing method and testing frequency for soil grain size.
Reference to testing method and frequency have been added 3.03.B.
vi. (Part 3.03) The written subgrade acceptance that specified in Item E shall be a
portion of the CQA certification report.
Noted comment has been added to 3.03.E.
vii. (Part 3.09) The earthen material placed over a layer of GCL should have particle size
less than 1-inch diameter according to CETCO.
Particle size reference has been added to 3.09.
8. Specification Section 13400 appended to the CQA Plan is the specification for a different
final cover system from the proposed one described in Section 3 of the Facility Plan. Please
revise the specification accordingly.
Specification Section 13400 has been revised.
9. (Closure Plan) Please address the following concerns or provide the required info:
i. (Section 1) The erosion layer must have a minimum thickness of 18 inches per Rule
15A NCAC 13B .0543.

6
a. Please revise the statement in Section 1.
Noted correction has been made.
b. The cost estimates in Section 5 must be revised accordingly.
Noted correction has been made for soil cap and GCL cap.
c. Please remove ACM from the final cover system. ACM is an alternative cover
material for daily or weekly cover and not applicable for the final cover system.
ACM has been removed from Section 1 Description of Cap System.
ii. (Section 6) The CQA report for the final cover construction shall meet requirements in
the approved CQA Plan, Specifications, and Rules 15A NCAC 13B .0541 & .0543.
Noted correction has been made.
10. (Post-Closure Plan)
i. (Section 4, Inspection Plan) Two different inspection frequencies for conducting the
inspection plan are proposed – monthly and quarterly. Please provide the correct
inspection frequency.
Noted correction has been made.

1. The compliance history review form that was sent to your attention via an email on May 06, 2019.
(see attachment)
Compliance history review is attached.
2. The correct financial assurance (FA) mechanism; both the hard copy and electronic copy of FA
should be sent to Sarah Rice.
FA mechanism has been sent to Sarah Rice under separate cover.

Respectfully submitted,
LaBella Associates

Hannu Kemppinen
Sr. Project Consultant
A
A'
TYPICAL OF GAS VENTS THAT
WILL NOT BE INSTALLED IF AREA
WILL BE OVERLAPPED BY WASTE
FROM FUTURE LANDFILL PHASES.
SEE SHEET EP-O6A FOR GAS
VENT AND
FINAL COVER DETAILS.
GAS VENT (TYP)
FINALCOVER (TYP)
A/B
EP-06A
C
EP-06A
200100500
(FEET)
GRAPHIC SCALE
Revisions
NO:DATE:DESCRIPTION:
1 08/27/19 PERMIT RENEWAL RTC
2 10/15/19 PERMIT RENEWAL RTC
FINAL GRADING PLAN
HK
LBB
DRAWING NAME:6/3/2010 8:47:56 AMDRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
© 2019 LaBella Associates
1604 Ownby Lane
Richmond, VA 23220
804-355-4520
labellapc.com
Coble's Sandrock Inc.
Alamance County, North Carolina
2191087.00
PERMIT RENEWAL
10/15/2019
L:\Coble Sandrock\dwg\2019 RENEWAL\Engineering Plan\Plot Sheets\j_EP-06 - FINAL GRADING PLAN.dwg Layout=layout DNOT F
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EP-06
18" SOIL LINER (PERMEABILITY < 1X10 CM/SEC)
OR ALTERNATE GCL FINAL COVER AS SHOWN ABOVE
12" INTERMEDIATE COVER
6" SOLID WALL
SCH.80 PVC PIPE
12" BENTONITE SEAL
GRAVEL PACK
6" PERFORATED ENDCAP
6" PERFORATED
SCH80 PVC OR
HDPE PIPE WITH
3/8" PERFORATIONS 6" OC., 90°
FLANGE
SOLID PVC PIPE 6" DIA, SCH 80
5'-0" MIN3'-0"1'-0"18" PROTECTIVE SOIL LAYER
10' MIN.20%OF DEPTHWASTE6"CGAS VENT DETAIL
18" SOIL LINER
(PERMEABILITY < 1X10 CM/SEC)
12" INTERMEDIATE COVER
WASTE
18" PROTECTIVE SOIL LAYER
FINAL COVER DETAIL
12" INTERMEDIATE COVER
WASTE
GEOSYNTHETIC CLAY LINER (GCL)
18" PROTECTIVE SOIL LAYER
DETAIL (GCL OPTION)
ALTERNATE FINAL COVER
GEOCOMPOSITE DRAINAGE LAYER
AFINAL COVER DETAILS
WASTE
2% MIN.
B
1
3
6" NCDOT #57
STONE
16 OZ GEOTEXTILE NON
WOVEN
5' MIN
FINAL COVER SYSTEM
SEE DETAIL THIS SHEET
SUBGRADE
ANCHOR TRENCH AND GEOCOMPOSITE
OUTLET AT TOE OF SLOPE
N.T.S.9"9"OVERLAP GCL A MINIMUM
OF 2 FEET BEYOND ANCHOR
TRENCH
2'
Revisions
NO:DATE:DESCRIPTION:
1 10/15/19 PERMIT RENEWAL RTC
PROJECT DETAILS
HK
LBB
DRAWING NAME:6/3/2010 8:47:56 AMDRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
© 2019 LaBella Associates
1604 Ownby Lane
Richmond, VA 23220
804-355-4520
labellapc.com
Coble's Sandrock Inc.
Alamance County, North Carolina
2191087.00
PERMIT RENEWAL
10/15/2019
L:\Coble Sandrock\dwg\2019 RENEWAL\Engineering Plan\Plot Sheets\j_EP-06 - FINAL GRADING PLAN.dwg Layout=06A VENT AND COVER DETAILNOT F
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EP-06A
Prepared For:
COBLE’S SANDROCK, INC.
5833 FOSTER STORE ROAD
LIBERTY, NORTH CAROLINA 27298

Submitted By:
LaBella Associates
2211 West Meadowview Rd.
Suite 101
Greensboro, NC 27407
336-323-0092
NC License No. C-0430

FACILITY PLAN
COBLE’S SANDROCK
CONSTRUCTION & DEMOLITION DEBRIS LANDFILL
PERMIT NO. 01-05
august 2019, rev. october 2019
Project no. 2191087
II - Facility Plan Labella Associates, PC.
C&D LF 5-Year Permit Renewal/LOS August, 2019
Coble Sandrock, North Carolina Rev. October 2019
1
TABLE OF CONTENTS

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

FIGURES Site Location Map Partial Closure Survey Maps TABLES Table 1 Future Tonnage Projection DRAWINGS

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

APPENDICES
Appendix 1 Franchise Agreement
Appendix 2 Slope Stability

II - Facility Plan Labella Associates, PC.
C&D LF 5-Year Permit Renewal/LOS August, 2019
Coble Sandrock, North Carolina Rev. October 2019
1
FACILITY PLAN

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

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

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

1. Waste Stream

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

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

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

II - Facility Plan Labella Associates, PC.
C&D LF 5-Year Permit Renewal/LOS August, 2019
Coble Sandrock, North Carolina Rev. October 2019
2
Segregation Management Procedures: Recyclable material will be segregated from the
waste stream and temporarily stored in containers or stockpiles prior to removal from the
site. Recyclable material may include wood, metals, concrete, plastic, cardboard, and other
materials with appropriate recycling markets. Scrap metal is removed from the site
frequently and taken to a metal recycling facility. Cardboard is stored in a 40-yard container
that is removed from the site by various vendors when full. Coble’s Sandrock deconstructs
mobile trailer homes at the working face of the C&D landfill. Identified C&D waste material
removed from the deconstruction process is placed into the landfill. The franchise
agreement requires monitoring waste and to reject any significant levels of asbestos.

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

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

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

2. Landfill Capacity

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

Based on excerpt from the historical record (Table 1), Coble’s Sandrock landfilled an
average of 34,512 tons per year; cumulative in-place waste volume 2019 is 724,763 tons
or 1,141,689 cy. Using this historical average, the remaining capacity (year 2020)
calculates approximately 48,536 cy or 1 year 3 months of life in the permitted capacity
Phases 1-3A (1,255,963 cy). Subsequently, utilizing Phase 3B added capacity 349,213 cy,
II - Facility Plan Labella Associates, PC.
C&D LF 5-Year Permit Renewal/LOS August, 2019
Coble Sandrock, North Carolina Rev. October 2019
3
the full date for Phases 1-3B would be 2026 (1,605,176 cy). Permitted capacities are
shown in the below:

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

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

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

Phase 3B
To evaluate the air space requirement for a 5-year phase, assuming an average annual
tonnage of 34,512 tons/year the projected total tonnage for the next 5-year phase is
172,560 tons, and assuming an average annual consumed air space of 65,738 cy/year the
projected annual volume for next 5-year phase is 328,690 cy. Closure cap soil volume for
3B is estimated 28,072 cy. Phase 3B permitted gross capacity is 349,213 cu. Assuming the
II - Facility Plan Labella Associates, PC.
C&D LF 5-Year Permit Renewal/LOS August, 2019
Coble Sandrock, North Carolina Rev. October 2019
4
waste disposal at the historical average rate for the next five years, the capacity would be
reached some time during 2026 as shown in the Table 1.

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

3. Special Engineering Features

Containment and Environmental Control Systems

Cap System:

The cap system is described from bottom to top in the following paragraphs.

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

Erosion Control Components (Protective Soil Layer with Vegetative Cover): A
protective layer consisting of at least 18 inches of local soil will be placed on top of the
infiltration barrier. The protective soil layer will be lightly compacted to promote vegetative
growth.

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

Leachate Management Systems:

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

Base Liner Systems:

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

Gas Management System:

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

II - Facility Plan Labella Associates, PC.
C&D LF 5-Year Permit Renewal/LOS August, 2019
Coble Sandrock, North Carolina Rev. October 2019
5
4. Partial Closure of the Landfill

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

Project: Coble C&DLF
Project Number: 2191087
Calculated By: MAH Date: 9/24/19
Revised By: Date:
Checked By: LBB Date: 9/27/19
Subject:
Low Normal Load Interface Strength
– GCL Cap
Sheet: 1 of 11

DETERMINATION OF STATIC, SEISMIC, AND LOW NORMAL LOAD INTERFACE
STRENGTH FOR THE FINAL COVER SYSTEM

OBJECTIVE

Calculate the shear strength that will provide an unsaturated veneer slope stability,
static and seismic, with respect to the geocomposite drainage layer / soil protective
cover layer failing along the final cover 3H:1V sideslopes. The calculation will also
consider the presence of moving equipment placing and spreading protective cover
material across the sideslope.

METHODOLOGY

The analytical method used to calculate the veneer slope stability FS is taken from a
report prepared by the Geosynthetic Research Institute (GRI), Drexel University:

1) “Cover Soil Slope Stability Involving Geosynthetic Interfaces”, (GRI REPORT #18), by
Te-Yang Soong and Robert M. Koerner, December 9, 1996 and

2) GRI Report #18 is used to consider the presence of equipment on top of the
protective cover layer and provides a FS based on the most critical interface shear
strength of final cover components. The spreadsheet calculates a FS by dividing the
protective cover material along the 3H:1V sideslope into two blocks:

1) an active wedge of protective cover material along the length of the sideslope; and
2) a passive wedge of protective cover material at the toe of the sideslope.

A freebody diagram is then drawn identifying the forces on each wedge and static
equilibrium equations are resolved in terms of vertical and horizontal components.
Expressions are derived that quantify the magnitude of both the passive and active
interwedge forces. Subsequently, the interwedge force equations are set equal to each
other and are arranged in the form of a quadratic equation that can be solved to
calculate a FS.

Project: Coble C&DLF
Project Number: 2191087
Calculated By: MAH Date: 9/24/19
Revised By: Date:
Checked By: LBB Date: 9/27/19
Subject:
Low Normal Load Interface Strength
– GCL Cap
Sheet: 2 of 11

This calculation analyzes the longest length of the 3H:1V final cover sideslope between
benches. Figure 1 illustrates the proposed geometry of the final cover sideslope and
the freebody of the forces acting along the sideslope.
Figure 1, Slope Geometry & Free Body Diagram

Slope Dimensions
Maximum Length of Sideslope
(along the length of the geosynthetics)
365 feet

Sideslope Orientation 3H:1V or 18.4 degrees

This veneer slope stability FS calculation is prepared proposing the following
assumptions:

 The presence of moving equipment (dynamic loading) along the 3H:1V protective
cover sideslope is analyzed within GRI Report #18.
 The shear strength component of adhesion developed between geosynthetic
material layers is ignored.
 Tensile strength of the geosynthetic materials contributing to the veneer slope
stability FS is ignored.
 The protective cover material provides a buttress at the toe of the slope, i.e. the
passive soil wedge.
 For conservatism, the cohesive strength of the proposed protective cover material
was ignored.

CS WP
CS WP
GEOMEMBRANE
OR OTHER CRITICAL
INTERFACE

Project: Coble C&DLF
Project Number: 2191087
Calculated By: MAH Date: 9/24/19
Revised By: Date:
Checked By: LBB Date: 9/27/19
Subject:
Low Normal Load Interface Strength
– GCL Cap
Sheet: 3 of 11

 Weights of the geosynthetic components are negligible compared to the weight of
protective cover material and therefore are not considered in the calculations.
 All calculations will utilize a 1-foot unit width of sideslope.

PROPOSED FINAL COVER

The proposed Final Cover System is outlined below, from top to bottom:

 18-inch protective/vegetative support layer;
 Geocomposite drainage layer;
 Geocomposite Clay Liner; and
 12-inch soil intermediate cover

PROTECTIVE COVER MATERIAL PARAMETERS

Assumed unit weight of the cap protection layer material: s = 120 pcf

The final cover soils were modeled as one layer with a thickness of 1.5 feet assigned the
average values for the friction angle.

Internal angle of friction = 20

REQUIRED SHEAR STRENGTH PARAMETERS

The calculation spreadsheet presented within GRI Report #18 will be used to determine
the shear strength parameter contact interface friction angle, interface friction) that
corresponds to a FS ≥ 1.5 (≥ 1.0 for seismic and dynamic equipment loads) under
drained conditions for all geosynthetic interfaces. The input variables of final cover
sideslope length, protective cover, and LGP equipment will be held constant within the
spreadsheet while the contact interface friction angle, interface friction, is varied until an
appropriate FS is achieved. Cohesion values of 0 psf will be entered.

The calculated interface friction represents laboratory data where a straight line is drawn
from the origin through the first data point (i.e. c = 0 psf) that corresponds to the lowest
normal load within the given data set. The lowest normal load models the shear
strength of protective cover material under relatively light normal loads that are ``With

Project: Coble C&DLF
Project Number: 2191087
Calculated By: MAH Date: 9/24/19
Revised By: Date:
Checked By: LBB Date: 9/27/19
Subject:
Low Normal Load Interface Strength
– GCL Cap
Sheet: 4 of 11

respect to the protective cover, normal loads representative of 1.5 feet of protective
cover are appropriate. The proposed critical contact interface will undergo ASTM D6243
and/or D5321 Direct Shear Testing and will be required to meet the minimum
calculated contact interface friction angle corresponding to the first normal load.

The resulting contact interface friction angles will be included with other minimum shear
strength parameters specified within the Construction Quality Assurance (CQA) Plan
and/or specifications.

VARIABLES DEFINED

WA = Total weight of the active wedge;
WP = Total weight of the passive wedge;
NA = Effective force normal to the failure plane of the active wedge;
NP = Effective force normal to the failure plane of the passive wedge;
 = Unit weight of the leachate collection/protective cover material;
H = Thickness of the leachate collection/protective cover material;
L = Length of slope measured along the geosynthetics;
 = Soil slope angle beneath the geosynthetics;
 = Internal angle of friction within the protective cover soil;  = Interface friction angle between the most critical geosynthetic interface;
Ca = Adhesive force between the components lying along the most critical geosynthetic
interface of the active wedge;
ca = The adhesion developed between the components lying along the most critical
geosynthetic interface of the active wedge;
C = Cohesive force along the failure plane of the passive wedge;
c = cohesion of the protective cover soil; EA = Interwedge force acting on the active wedge from the passive wedge;
EP = Interwedge force acting on the passive wedge from the active wedge; and
FS = Factor of safety against protective cover soil sliding down the slope.
Cs = Seismic coefficient in percent of gravity. The resulting acceleration at the crest of
the landfill is based on the design bedrock acceleration.

The seismic coefficient, Cs, is defined as follows:

Project: Coble C&DLF
Project Number: 2191087
Calculated By: MAH Date: 9/24/19
Revised By: Date:
Checked By: LBB Date: 9/27/19
Subject:
Low Normal Load Interface Strength
– GCL Cap
Sheet: 5 of 11

Cs = Seismic Coefficient, or the yield acceleration, Ky, which is expressed as a
percentage of g, (acceleration due to gravity)

The seismic coefficient is multiplied by the weight of the active and passive blocks to
produce a horizontal force resulting from the seismic acceleration. (F = ma)

SEISMIC ANALYSIS

The shear wave acceleration is modeled within the stability analysis by inputting a
coefficient, (Cs) that is some fraction of gravity. The peak acceleration for the site is
estimated to be 0.1 g which is taken from the “Peak Acceleration (%g) with 2%
Probability of Exceedance in 50 Years (site: NEHRP B-C boundary)” published by the
U.S.G.S in 2014 shown below.

Approximate
Site Location

Project: Coble C&DLF
Project Number: 2191087
Calculated By: MAH Date: 9/24/19
Revised By: Date:
Checked By: LBB Date: 9/27/19
Subject:
Low Normal Load Interface Strength
– GCL Cap
Sheet: 6 of 11

Since this analysis is for the final cover system, the acceleration at the crest of the
landfill will be considered.

When plotting this value onto Singh and Sun’s 1995 figure below for the relationship
between maximum horizontal seismic acceleration at the base and crest, the maximum
horizontal seismic acceleration at the crest of the landfill can be expected to be 0.15 g.

CALCULATIONS

Project: Coble C&DLF
Project Number: 2191087
Calculated By: MAH Date: 9/24/19
Revised By: Date:
Checked By: LBB Date: 9/27/19
Subject:
Low Normal Load Interface Strength
– GCL Cap
Sheet: 7 of 11

It is proposed that a Low Ground Pressure (LGP) bulldozer will be used to place
protective cover material across the sideslope. The pressure exerted upon the top of
the geosynthetic layers by a bulldozer is modeled as illustrated in Figure 2 thus the
bulldozer will not operate over the geosynthetic layers until the 12-inch thick protective
cover material layer is placed.

Figure 2, Stress Distribution of the LGP Bulldozer upon the Geosynthetic Layers

The following typical LGP Bulldozer equipment specifications are used within the GRI
Report #18.

 2 tracks
 Track length = 9.4 feet
 Track width = 3.0 feet
 Operating weight = 38,300 lbs
 One Track Contact area = 28.2 ft2
 One Track Contact pressure = 19,150 lbs / 28.2 ft2 = 679.1 psf

Project: Coble C&DLF
Project Number: 2191087
Calculated By: MAH Date: 9/24/19
Revised By: Date:
Checked By: LBB Date: 9/27/19
Subject:
Low Normal Load Interface Strength
– GCL Cap
Sheet: 8 of 11

Subsequently, the forces illustrated in Figure 1 are resolved below to produce a veneer
slope stability FS. The equations presented are taken from pages 13 and 14 of GRI
Report #18.

The forces illustrated in Figure 1 are resolved below to produce a FS:

Balancing the forces in the vertical direction, the following formulation results:

The interwedge force acting on the active wedge is:

The passive wedge can be considered in a similar manner:












sin
h L C
cos WN
2
tan sin
1 h
L h W
a
a a
2 a
ac



sin E WN
2sin
h W
ppp
2
p


sin
h cC
sinNWC cos FS
C tanN cosE AAS
aA
A 



cos FS
cos C tan Nsin NWC FS E aAAAS
A


Project: Coble C&DLF
Project Number: 2191087
Calculated By: MAH Date: 9/24/19
Revised By: Date:
Checked By: LBB Date: 9/27/19
Subject:
Low Normal Load Interface Strength
– GCL Cap
Sheet: 9 of 11

Balancing the forces in the horizontal direction produces:

The interwedge force acting on the passive wedge is:

Setting EA = Ep the equation can be arranged in the form of the quadratic equation:

Where the coefficients a, b and c are equal to the following expressions:

The quadratic equation is then used to calculate the FS:

 02cFSbFSa
a
acbbFS2
42
FS
tan NC WCcos E p
PSp



tansinFS cos
)FS(WC tan WC E PSp
p 






tancossinC tanNc
tanWCosccosC tanN tansinins NWCb
cosWCcossinNWCa
aA
p
2
aAAAS
pSAAS




Project: Coble C&DLF
Project Number: 2191087
Calculated By: MAH Date: 9/24/19
Revised By: Date:
Checked By: LBB Date: 9/27/19
Subject:
Low Normal Load Interface Strength
– GCL Cap
Sheet: 10 of 11

For the ease of calculations the above quadratic equation was input into a spreadsheet
format to produce a FS corresponding to a given set of input parameters. A copy of the
spreadsheet calculations displaying the results is included in Attachment A.

CONCLUSIONS

A minimum interface friction angle of 26.6 degrees will be required to maintain an
appropriate factor of safety for static, seiemic, and dynamic equipment loading
conditions.

REFERENCES

Project: Coble C&DLF
Project Number: 2191087
Calculated By: MAH Date: 9/24/19
Revised By: Date:
Checked By: LBB Date: 9/27/19
Subject:
Low Normal Load Interface Strength
– GCL Cap
Sheet: 11 of 11

1. Soong, Te-Yang and Koerner, R.M., (1996) “Cover Soil Slope Stability Involving
Geosynthetic Interfaces”, Geosynthetic Research Institute, Drexel University, GRI
Report #18

2. Ohio EPA, (September 14, 2002), “Geotechnical and Stability Analyses for Ohio
Waste Containment Facilities”.

3. Algermissen, S.T. et al (1990) Probabilistic Earthquake Acceleration and Velocity
Maps for the United States and Puerto Rico, US Geological Survey, Miscellaneous
Field Studies Map. MF-2120.

Attachment A

Spreadsheet Calculations

Calculation of FS
Active Wedge:
Wa= 64799.7 lb
Na= 61486.9 lb
Passive Wedge:
Wp= 450.7 lb
a= 21243.7
b= -34715
c= 3871.9
FS=1.51
thickness of protective cover soil = h =1.50 ft
pro. cov. mat. slope angle beneath the geosynthetics = b =18.40 °=0.32 (rad.)
finished protective cover material slope angle = w =18.40 °=0.32 (rad.)
length of slope measured along the geosynthetics = L =365.0 ft
unit weight of the protective cover soil = g =120.0 lb/ft^3
friction angle of the protective cover soil = f =20.0 °=0.35 (rad.)
cohesion of the protective cover soil = c =0.0 lb/ft^2 C= 0 lb
critical interface friction angle = d =26.6 °=0.46 (rad.)
adhesion = ca =0.0 lb/ft^2 Ca= 0 lb
thickness of the protective cover soil = h =1.50 ft b/h= 2.0
equipment ground pressure (= wt. of equipment/(2wb)) = q =679.1 lb/ft^2 We=qwI= 6128.2
length of each equipment track = w =9.4 ft Ne=Wecosb= 5814.9
width of each equipment track = b =3.0 ft Fe=We(a/g)= 0.0
influence factor* at geosynthetics interface = I =0.96
acceleration/deceleration of the bulldozer = a =0.00 g
Note:numbers in boxes are input values
numbers in Italics are calculated values
COBLE C&DLF
Placement of the Soil Protection Layer
across the 3:1 (H:V) Final Cover Sideslopes with the incorporation of Equipment Loads - Static
FS = -b + b2 - 4ac2a
Cover Soil
Thickness
Equipment Track Width
Very Wide Wide Standard
² 300 mm 1.00 0.97 0.94
300-1000 mm 0.97 0.92 0.70
³ 1000 mm 0.95 0.75 0.30
*Influence Factor Default Values
W

A
NA
h
EPEA
NP
C
Passive Wedge
WP
N tanp
GM
We
Ne
Fe
L
Active Wedge
Cap-Static.xls 9/27/2019
Calculation of FS
Active Wedge:
Wa= 64799.7 lb
Na= 61486.9 lb
Passive Wedge:
Wp= 450.7 lb
a= 22348.6
b= -34849
c= 3871.9
FS=1.44
thickness of protective cover soil = h =1.50 ft
pro. cov. mat. slope angle beneath the geosynthetics = b =18.40 °=0.32 (rad.)
finished protective cover material slope angle = w =18.40 °=0.32 (rad.)
length of slope measured along the geosynthetics = L =365.0 ft
unit weight of the protective cover soil = g =120.0 lb/ft^3
friction angle of the protective cover soil = f =20.0 °=0.35 (rad.)
cohesion of the protective cover soil = c =0.0 lb/ft^2 C= 0 lb
critical interface friction angle = d =26.6 °=0.46 (rad.)
adhesion = ca =0.0 lb/ft^2 Ca= 0 lb
thickness of the protective cover soil = h =1.50 ft b/h= 2.0
equipment ground pressure (= wt. of equipment/(2wb)) = q =679.1 lb/ft^2 We=qwI= 6128.2
length of each equipment track = w =9.4 ft Ne=Wecosb= 5814.9
width of each equipment track = b =3.0 ft Fe=We(a/g)= 1164.4
influence factor* at geosynthetics interface = I =0.96
acceleration/deceleration of the bulldozer = a =0.19 g
Note:numbers in boxes are input values
numbers in Italics are calculated values
COBLE C&DLF
Placement of the Soil Protection Layer
across the 3:1 (H:V) Final Cover Sideslopes with the incorporation of Equipment Loads - Dynamic
FS = -b + b2 - 4ac2a
Cover Soil
Thickness
Equipment Track Width
Very Wide Wide Standard
² 300 mm 1.00 0.97 0.94
300-1000 mm 0.97 0.92 0.70
³ 1000 mm 0.95 0.75 0.30
*Influence Factor Default Values
W

A
NA
h
E PEA
NP
C
Passive Wedge
WP
N tanp
GM
We
Ne
Fe
L
Active Wedge
Cap-Static.xls 9/27/2019
Uniform and/or Tapered Cover Soil with Consideration of Seismic Forces
Calculation of FS
Active Wedge:
Wa= 64799.7 lb
Na= 61486.9 lb
Ca= 0.0 lb
Passive Wedge:
Wp= 450.7 lb
C= 0.0 lb
a= 27703.2
b= -31224.6574
c= 3356.6
FS= 1.01
(Note: for uniform cover soil thickness the input value of w = b )
thickness of cover soil at top (crest) of the slope = hc =1.50 ft
thickness of cover soil along the bottom of the site = D = 1.50 ft
soil slope angle beneath the geosynthetics = b = 18.40 °=0.32 (rad.)
finished cover soil slope angle = w = 18.40 °=0.32 (rad.)
length of slope measured along the geosynthetics = L = 365.0 ft
y2= 0.00 (ft)
y1= 1.58 (ft)
(w+b)/2= 0.321 (rad.)
(= 18.4 °)
unit weight of the cover soil = g = 120.0 lb/ft^3
friction angle of the cover soil = f = 20.0 °=0.35 (rad.)
cohesion of the cover soil = c = 0.0 lb/ft^2
critical interface friction angle = d =26.6 °=0.46 (rad.)
adhesion between cover soil and geocomposite = ca =0.0 lb/ft^2
seismic coefficient = Cs =0.150 g
Note: numbers in boxes are input values
numbers in Italics are calculated values
COBLE C&DLF
FS = -b + b2 - 4ac
2a

WA
WP
Ep
Ea
(+)/2
Ca
GM
PassiveWedge
Active
Wedge
D
y1
y2
Np
NptanNaC
L
CsWP
CsWA

Project: Coble C&DLF
Project Number: 2191087
Calculated By: MAH Date: 9/24/19
Revised By: Date:
Checked By: LBB Date: 9/27/19
Subject: Minimum Transmissivity – GCL Cap
Sheet: 1 of 6

MINIMUM TRANSMISSIVITY OF THE GEOCOMPOSITE

OBJECTIVE

To determine the required transmissivity of a Geocomposite such that an adequate
factor of safety with respect to drainage exists for long term conditions.

Additionally, demonstrate that the specified Apparent Opening Size (AOS) of the
geocomposite geotextile is acceptable considering the available soil types at the facility.

REFERENCES

“Design of Lateral Drainage Systems for Landfills” by Gregory N. Richardson and Aigen
Zhao, 1999.

“Designing with Geosynthetics” by Robert Koerner, 1994.

GRI Standard – GC8, Determination of the Allowable Flow Rate of a Drainage
Geocomposite

METHODOLOGY

The method analyzes the ability of the drainage geocomposite to adequately transmit
infiltrating rain flow, and also considers the stability of the final cover soils considering
seepage forces. Exceeding the drainage capacity of the geocomposite could potentially
cause the final cover soil to become saturated and possibly unstable.

A factor of safety less than 1 indicates that the transmissivity of the geocomposite is
inadequate and that the final cover soil is completely saturated and subject to seepage
forces. For conservatism, the transmissivity of the geocomposite used in the design will
be calculated assuming a factor of safety of 1.5 for drainage and also includes
reduction factors as suggested within GRI Standard – GC8, and Designing with
Geosynthetics. The proposed 3H:1V final cover slope presented in this analysis is
typical of landfills.

Project: Coble C&DLF
Project Number: 2191087
Calculated By: MAH Date: 9/24/19
Revised By: Date:
Checked By: LBB Date: 9/27/19
Subject: Minimum Transmissivity – GCL Cap
Sheet: 2 of 6

An industry accepted design approach for establishing a soil retention design is to use
the soil’s grain size characteristics and compare them to the 95% opening size (O95) of
the geotextile. The term AOS is equivalent to O95.

PROPOSED FINAL COVER SYSTEM

The proposed Final Cover System is outlined below, from top to bottom:

 18-inch protective/vegetative support layer;
 Geocomposite drainage layer;
 Geocomposite Clay Liner; and
 12-inch soil intermediate cover

ADDITIONAL MATERIAL PROPERTIES

Assumed unit weight of final cover soil: s = 120 pcf
Assumed permeability of the final cover soil = 1.0 x 10-4 cm/sec

VARIABLES DEFINED

 = Transmissivity of the geocomposite;
 = Sideslope angle;
kcs = Permeability of final cover soil;
sat = Saturated Unit weight of the final cover soil;
b = Saturated Unit weight of the final cover soil – Unit Weight of water (62.4 pcf)
L = Length of sideslope measured along the FML;
 = Sideslope angle;
i = slope gradient;
 = Minimum contact interface friction angle of the geosynthetics along the final cover
sideslope;
Qin = Flow into the geocomposite; and
Qout = Flow out of the geocomposite.

CALCULATIONS

The FS for drainage is calculated by:

Project: Coble C&DLF
Project Number: 2191087
Calculated By: MAH Date: 9/24/19
Revised By: Date:
Checked By: LBB Date: 9/27/19
Subject: Minimum Transmissivity – GCL Cap
Sheet: 3 of 6

FSd = Qout/Qin = (req * i) / (kcs * L) *(cos )

As stated above, the Required Transmissivity will be calculated considering a FS = 1.5.
This assumes that the geocomposite is capable of handling 1.5 times the design flow, a
conservative assumption. A Factor of safety of 1 indicates a steady state condition
where the amount of water infiltrating the final cover system is equal to the amount of
water draining out of the geocomposite. Having a FS<1 equates to fully saturated
conditions where seepage forces can build up.

Rearranging the equation yields:

req = (cos ) (kcs * L * FSd) / i

For long term conditions, this transmissivity will be further reduced using reduction
factors based on GRI Standard – GC8 and Designing with Geosynthetics.

ult = req * (RFIN * RFCR * RFCC * RFBC )
Where :

RFIN = Reduction Factor for geotextile intrusion;
RFCR = Reduction Factor for creep deformation;
RFCC = Reduction Factor for chemical clogging; and
RFBC = Reduction Factor for biological clogging.

Since the laboratory testing will be performed using site-specific boundary conditions,
the reduction factor for intrusion of the geotextile into the geonet will be ignored. As
discussed in GRI Standard – GC8, chemical clogging includes precipitates from soils,
and fines from turbid liquids. As determined later in this calculation, the AOS
specification for the geotextile component of the geocomposite is adequate for the
anticipated soil types at the facility.

The following reduction factors for chemical clogging (RFCC = 1.1), biological clogging
(RFBC = 1.5), and creep deformation (RFCR = 1.05) are applied below to result in the
specification for final cover geocomposite transmissivity.

Project: Coble C&DLF
Project Number: 2191087
Calculated By: MAH Date: 9/24/19
Revised By: Date:
Checked By: LBB Date: 9/27/19
Subject: Minimum Transmissivity – GCL Cap
Sheet: 4 of 6

The following spreadsheet is utilized for the calculations:

RFIN =
req =Required long term transmisivity RFCR =
Slope Angle RFCC =
kcs =Permeability of the final cover soil RFBC =
L = Length of slope RFIN =
FSd =Factor of Safety for Drainage RFCR =
i =Gradient = sinRFCC =
18.4 RFBC =
kcs =1.00E-04 cm/sec ult =8.69E-04 m2/sec
L =365 feet 11125.2 cm
FSd =1.5
i = 0.315649
req =5.02E-04 m2/sec
CALCULATION OF req
req = (cos ) (kcs * L * FSd)/i
CALCULATION OF ult
ULT = req *(RFIN*RFCR*RFCC*RFBC)
Reduction Factor for geotextile intrusion
Reduction Factor for creep deformation
1.1
1.5
Reduction Factor for chemical clogging
Reduction Factor for biological clogging
1
1.05

The value of 8.69 x 10-4 m2/sec is the minimum required transmissivity of the
Geocomposite. At a minimum, the Geocomposite will need to be outlet every 365 feet of
slope.

Verification Of AOS Specification

As suggested in Designing with Geosynthetics, the AOS of a geotextile to be used in a
soil retention or separation function can be calculated as a function of the grain size of
the soil. This is given by the following equation:

AOS < (2 to 3)*d85

Where d85 = the particle size in mm for which 85% of the total soil is finer.

The d85 value for typical site specific soils equals approximately 1.0 mm.

Project: Coble C&DLF
Project Number: 2191087
Calculated By: MAH Date: 9/24/19
Revised By: Date:
Checked By: LBB Date: 9/27/19
Subject: Minimum Transmissivity – GCL Cap
Sheet: 5 of 6

The required AOS for a given soil type is calculated using the following equation

AOS < (2 to 3)*d85 For this calculation the following equation will be used for
conservatism:

AOS < 2 * d85

Calculating:

Project: Coble C&DLF
Project Number: 2191087
Calculated By: MAH Date: 9/24/19
Revised By: Date:
Checked By: LBB Date: 9/27/19
Subject: Minimum Transmissivity – GCL Cap
Sheet: 6 of 6

AOS < 2 * 1.0 mm or AOS < 2.0 mm

This means that for soil retention, the AOS of the geotextile should be less than 2.0 mm.
The AOS of the geotextile component of the geocomposite specified in the CQA Plan is
between the sieve sizes of 70 and 140. A sieve size of 70 = 0.21 mm and a sieve size
of 140 = 0.1 mm, therefore the specification for AOS of the geotextile component of the
final cover system geocomposite are more conservative and valid for the final cover soil
types anticipated at the facility.

CONCLUSIONS

Since exceeding the capacity of the geocomposite to drain the final cover slope could
potentially cause the final cover soil to become saturated and possibly unstable, a
method was utilized to determine the required transmissivity of a geocomposite which
would provide a factor of safety for drainage equal to 1.5. Reduction factors were then
applied to the required transmissivity to obtain an ultimate transmissivity of 8.69 x 10-4
m2/sec that will be required for long term performance. A geocomposite day light shall
be installed every 365 feet along the slope.

To accurately model field conditions, the selected geocomposite shall be tested with a
normal load of 200 psf, which is a conservative estimate based on the anticipated
loading due to 1.5 feet of protective cover and erosion soils. Testing shall also be
performed at a hydraulic gradient of 0.33 ft/ft with site specific boundary conditions.

An industry accepted design approach for establishing a soil retention design was used
to evaluate the specified AOS of the geotextile component of the final cover
geocomposite. It was determined that the specified AOS of the geotextile component is
acceptable considering typical soil results for the facility.

Project: Coble C&DLF
Project Number: 2191087
Calculated By: MAH Date: 9/24/19
Revised By: Date:
Checked By: LBB Date: 9/27/19
Subject:
Final Cover Geosynthetics Anchor Trench
– GCL Cap
Sheet: 1 of 5

Anchor Trench_.DOC 9/27/2019
ANCHOR TRENCH DESIGN

OBJECTIVE

To determine the size of the geosynthetic anchor trench such that it will anchor the
geosynthetics material during normal closure construction and post-closure but pull-out
before the material yields.

METHODOLOGY

Using Figure 5.28 from “Designing with Geosynthetics, 5th Edition” by Robert M. Koerner,
which is provided below, a design equation can be developed with the following horizontal
force summations:

Project: Coble C&DLF
Project Number: 2191087
Calculated By: MAH Date: 9/24/19
Revised By: Date:
Checked By: LBB Date: 9/27/19
Subject:
Final Cover Geosynthetics Anchor Trench
– GCL Cap
Sheet: 2 of 5

Anchor Trench_.DOC 9/27/2019
ΣFx = 0
Tallow cos β = FUσ + FLσ + FLT – PA + PP

Where:
Tallow = allowable forces in geosynthetic = σallow t, where
σallow = allowable stress in geosynthetic, and
t = thickness of geosynthetic;
β = side slope angle;
FUσ = shear force above geosynthetic due to cover soil (assume 0 due to thin
cover soils and tensile cracking);
FLσ = shear force below geosynthetic due to cover soil;
FLT = shear force below geosynthetic due to vertical component of Tallow;
PA = active earth pressure against the backfill side of the anchor trench; and
PP = passive earth pressure against the in-situ side of the anchor trench.
and
FUσ = σn tan δU (LRO)
FLσ = σn tan δL (LRO)
FLT = LRO
RO
allow LL
T tansin25.0 



Where:
σn = applied normal stress from cover soil;
δ = angle of shearing resistance between geosynthetic and adjacent material;
and
LRO = length of geosynthetic run-out.

Finally, PA and PP need to be calculated using the lateral earth pressure theory,

PA = (0.5γATdAT + σn) KAdAT
PP = (0.5γATdAT + σn) KPdAT

Where:
γAT = unit weight of soil in anchor trench;

Project: Coble C&DLF
Project Number: 2191087
Calculated By: MAH Date: 9/24/19
Revised By: Date:
Checked By: LBB Date: 9/27/19
Subject:
Final Cover Geosynthetics Anchor Trench
– GCL Cap
Sheet: 3 of 5

Anchor Trench_.DOC 9/27/2019
dAT = depth of the anchor trench;
σn = applied normal stress from cover soil;
KA = coefficient of active earth pressure = tan2 (45 – φ/2);
KP = coefficient of passive earth pressure = tan2 (45 + φ/2); and
φ = angle of shearing resistance of respective soil.

CALCULATIONS

The above equations can be iterated to calculate the maximum allowable forces in the
geosynthetic, Tcalc.

Tcalc cos β = FUσ + FLσ + FLT – PA + PP

Tcalc =
L
PALUPPFF


tansincos


For the ease of calculation the above equations were input into a spreadsheet format to
produce the results to a given set of input parameters. A copy of the spreadsheet
calculations displaying the results is included in Attachment A.

To ensure the geosynthetic in the anchor trench will pull-out before the material yields, Tallow
was compared to Tcalc to calculate the following factor of safety:

FS =
calc
allow
T
T

Using the spreadsheet calculation, the length of the geosynthetic run-out and depth of the
anchor trench were manipulated until a factor of safety greater than 1.0 was achieved.

CONCLUSION

Project: Coble C&DLF
Project Number: 2191087
Calculated By: MAH Date: 9/24/19
Revised By: Date:
Checked By: LBB Date: 9/27/19
Subject:
Final Cover Geosynthetics Anchor Trench
– GCL Cap
Sheet: 4 of 5

Anchor Trench_.DOC 9/27/2019
The geosynthetic anchor trench shall be 9-inches deep to provide a factor of safety of 1.09
that the geosynthetic will pull-out prior to the material yielding. The geosynthetic shall have
a specified break strength of 30 lb/in.

REFERENCES

1. Koerner, Robert M., (2005) “Designing with Geosynthetics, 5th Edition”, Pearson
Education, Inc., Pearson Prentice Hall, Upper Saddle River, N.J.

Project: Coble C&DLF
Project Number: 2191087
Calculated By: MAH Date: 9/24/19
Revised By: Date:
Checked By: LBB Date: 9/27/19
Subject:
Final Cover Geosynthetics Anchor Trench
– GCL Cap
Sheet: 5 of 5

Anchor Trench_.DOC 9/27/2019

ATTACHMENT A

ANCHOR TRENCH
COMPUTER SPREADSHEET RESULT

COBLE C&DLF
Final Cover Geosynthetics Anchor Trench Design Calculations
Calculation of Coefficients
horizontal force summation:
Fus =0.0
FLs =0
FLT =0.16 Tallow
lateral earth pressure:
KA =0.49
KP =2.04
PA =82.74
PP =344.18
force in geosynthetic:
Tcalc =330.8
Slope angle = b =18.43 °=0.32 (rad.)
break strength of geosynthetic from specifications = Tallow =30.00 lb/in =360 (lb/ft)
thickness of cover soil = 1.50 ft
unit weight of cover soil = gc =120.00 lb/ft^3
applied normal stress = sn =180.00 lb/ft^2
friction angle between geosynthetic and adjactent material = dU =0.0 °=0.00(rad.)
friction angle between geosynthetic and adjactent material = dL =26.6 °=0.46(rad.)
unit weight of the anchor trench soil = gAT =120.0 lb/ft^3
friction angle of the anchor trench soil = f =20.0 °=0.35(rad.)
length of geosynthetic runout = LRO =0.00 ft
depth of anchor trench = dAT = 0.75 ft
Note:numbers in boxes are input values
numbers in Italics are calculated values
F.S. =1.09
X:\Coble's Sandrock\C&D Landfill\Permitting NC\2019 Permit Renewal\2019 RTC 2\Stability
Calcs\AT.support_.xls 9/27/2019
Prepared For:
COBLE’S SANDROCK, INC.
5833 FOSTER STORE ROAD
LIBERTY, NORTH CAROLINA 27298

Submitted By:
LaBella Associates
2211 West Meadowview Rd.
Suite 101
Greensboro, NC 27407
336-323-0092
NC License No. C-0430

CLOSURE & POST-CLOSURE CARE PLAN
COBLE’S SANDROCK
CONSTRUCTION & DEMOLITION DEBRIS LANDFILL
PERMIT NO. 01-05
august 2019, Rev. october 2019
Project no. 2191087
V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 1 August 2019
Coble’s Sandrock, North Carolina Rev. October 2019
Contents

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

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

CLOSURE

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

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

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

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

2. Closure Area

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

C&D LF Closure area summary

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

V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 3 August 2019
Coble’s Sandrock, North Carolina Rev. October 2019

3. Waste Inventory

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

4. Schedule

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

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

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

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

Proposed Closure Milestones and Schedule
Milestone Proposed Schedule from the Date
of Final Receipt of Waste Testing of borrow sources Within 6 months prior to closure Grading of intermediate cover Within 30 to 60 days Placement of soil cap 30 to 150 days Final inspection of cap by P.E. 150 to 180 days Construction of stormwater controls 90 to 180 days Seeding and mulching 150 to 180 days Preparation of survey plat 180 to 210 days Submittal of closure certification 180 to 210 days

V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 4 August 2019
Coble’s Sandrock, North Carolina Rev. October 2019
5. Cost Estimate for Closure

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

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

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

COMPONENT Qty UNITS UNIT COST ($) TOTAL ($)
Mobilization EA $ 5,270 $ 5,270
GCL Bentomat-ST 405,108 SF $ 0.43 $ 174,196
18" Field & Lab testing AC $ -
18" Vegetative Soil 22,506 CY $ 4 $ 90,024
Seeding/Revegetation AC $ 1,581 $ 14,703
Gas Vent Installation 1/ac 10 EA $ 5,500 $ 55,000
E&S/Stormwater BMPs EA $ 85,000 $ 85,000
Survey EA $ 1,581 $ 14,703
Subtotal: $ 438,897
Engineering/CQA (~5%) $ 21,945
Contingency (~5%) $ 21,945
TOTAL $ 482,787

V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 5 August 2019
Coble’s Sandrock, North Carolina Rev. October 2019
6. Closure Certification

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

Certification Reports:

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

7. Deed Recordation

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

POST CLOSURE

Post-closure activities must be conducted at the landfill for a period of 30 years following
closure of the landfill. However, the length of the period can be increased or decreased in
accordance with Division directives.

1. Contact

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

CONTACT PERSON: Mr. Kent Coble

V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 6 August 2019
Coble’s Sandrock, North Carolina Rev. October 2019
OWNER: Mr. Kent Coble
ADDRESS: 5833 Foster Store Road
Liberty, North Carolina 27298

PHONE NUMBER: [phone]
FAX: [phone]

2. Security

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

3. Post-Closure Maintenance

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

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

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

Protect and maintain stormwater control devices, surveyed benchmarks, groundwater
monitoring wells, surface water monitoring/sampling gauges and LFG wells.

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

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

Maintain and repair security fencing, gates, and access roads as necessary.
V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 7 August 2019
Coble’s Sandrock, North Carolina Rev. October 2019

4. Inspection Plan

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

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

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

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

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

Maintain records of all inspections in the operating record.

5. Post-Closure Land Use

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

6. Post-Closure Cost Estimate
V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 8 August 2019
Coble’s Sandrock, North Carolina Rev. October 2019

Notes:
1. All costs include labor by third party.
2. Water quality monitoring costs are estimated from 2019 budgets.
3. Cost for groundwater wells assumes maintenance of each well every other year.
4. Cost for the gas probes assumes maintenance of each probe every other year.
5. Cost for routine maintenance assumes 1/10 of the cap area will require reseeding
and fertilizing each year.
6. Post Closure Care includes all permitted Phases 1, 2, 3A.
7. Future Phases issued PTO will be added to the closure & Post Closure Care Plans.

END

ITEM UNIT QUANTITY UNIT COST ANNUAL COST
INSPECTIONS/ RECORD KEEPING per trip 4 500.00$ 2,000.00$
MONITORING
Explosive gases (quarterly)per trip 4 400.00$ 1,600.00$
Groundwater/Surfacewater (semi-annually)
Sampling per trip 2 3,000.00$ 6,000.00$
Analysis per trip 2 3,000.00$ 6,000.00$
Reporting per trip 2 2,700.00$ 5,400.00$
Subtotal 19,000.00$
ROUTINE MAINTENANCE (third party)
Mowing ($35/acre) 2 times a year acre 36.6 1,281.00$ 46,884.60$
Reseeding & Fertilize(5)acre 1.8 1,500.00$ 2,700.00$
Vector and Rodent Control acre 18.3 25.00$ 457.50$
Subtotal 50,042.10$
WELL MAINTENANCE
Groundwater Wells lump sum 1 500.00$ 500.00$
Gas Detection Probes lump sum 1 250.00$ 250.00$
Subtotal 750.00$
CAP REPAIR lump sum 1 5,000.00$ 5,000.00$
TOTAL OF ABOVE ITEMS 76,792.10$
ENGINEERING --3%2,303.76$
CONTINGENCY --5%3,839.61$
TOTAL ANNUAL POST-CLOSURE COST (IN 2019 DOLLARS)82,935.47$
TOTAL 30 YEAR POST-CLOSURE COST (IN 2019 DOLLARS)2,488,064.04$
V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 9 August 2019
Coble’s Sandrock, North Carolina Rev. October 2019
APPENDIX A

GROUNDWATER MONITORING WELL MAINTENANCE RECORD

FACILITY: WELL #:

LOCATION: DATE:

INSPECTOR: COMPANY:

1. Is surface water diverted away from the wellhead?

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

3. Has surface water runoff undercut the concrete pad?

4. Is the outer casing still secure and locked?

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

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

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

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

7. Is the inner casing firmly grouted in place?

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

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

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

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

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

13. Is the monitoring well visible and adequately protected from moving equipment?
V – Closure & Post-Closure Care Plan Labella Associates, PC C&D LF 5-Year Permit Renewal/LOS 10 August 2019
Coble’s Sandrock, North Carolina

APPENDIX B

POST-CLOSURE INSPECTION RECORD

FACILITY: WELL #:
LOCATION: DATE:

INSPECTOR: COMPANY:

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

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

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

4. Uncontrolled Escape of Leachate or Landfill Gas
o Are there any leachate seeps observed? o Are there any signs of uncontrolled releases of landfill gas?

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

6. Miscellaneous
o Are all site benchmarks marked and evident?
o Do vector control measures appear adequate?
V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 11 August 2019 Coble’s Sandrock, North Carolina

APPENDIX C

METHANE MONITORING TEST REPORT

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

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

Prepared For:
COBLE’S SANDROCK, INC.
5833 FOSTER STORE ROAD
LIBERTY, NORTH CAROLINA 27298

Submitted By:
LaBella Associates
2211 West Meadowview Rd.
Suite 101
Greensboro, NC 27407
336-323-0092
NC License No. C-0430

CONSTRUCTION QUALITY ASSURANCE PLAN AND
SPECIFICATIONS
COBLE’S SANDROCK
CONSTRUCTION & DEMOLITION DEBRIS LANDFILL
PERMIT NO. 01-05
August 2019, rev.october 2019
Project no. 2191087

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TABLE OF CONTENTS
1.0 INTRODUCTION ................................................................................................................................................. 1
1.1 PURPOSE ....................................................................................................................................................... 1
1.2 DEFINITIONS.................................................................................................................................................. 1
1.2.1 Quality Control ....................................................................................................................................... 1
1.2.2 Quality Assurance ................................................................................................................................. 1
1.3 PARTIES ......................................................................................................................................................... 2
1.3.1 OWNER .................................................................................................................................................. 2
1.3.2 ENGINEER ............................................................................................................................................. 2
1.3.3 CQA Consultant ..................................................................................................................................... 2
1.3.4 Soils CQA Laboratory ............................................................................................................................ 3
1.3.5 Geosynthetic CQA Laboratory............................................................................................................... 3
1.3.6 CONTRACTOR ........................................................................................................................................ 3
1.3.7 Surveyor ................................................................................................................................................. 3
1.4 COMMUNICATIONS AND MEETINGS ............................................................................................................. 3
2.0 EARTH MATERIALS ........................................................................................................................................... 4
2.1 INTRODUCTION ............................................................................................................................................. 4
2.2 SCOPE ............................................................................................................................................................ 4
2.2.1 General .................................................................................................................................................. 4
2.3 EARTH MATERIALS CQA TESTING ................................................................................................................. 4
2.3.1 General .................................................................................................................................................. 4
2.3.2 Construction Quality Evaluation Testing .............................................................................................. 5
2.3.3 Test Pad ................................................................................................................................................. 6
3.0 GEOSYNTHETIC CLAY LINER (GCL) ................................................................................................................. 6
3.1 CONFORMANCE TESTING ..................................................................................................................................... 6
3.2 STORAGE .......................................................................................................................................................... 6
3.3 HANDLING & PLACEMENT ................................................................................................................................... 6
3.4 REPAIRS ........................................................................................................................................................... 7
4. GEOCOMPOSITE ................................................................................................................................................... 7
4.1 MANUFACTURING ............................................................................................................................................... 7
4.2 LABELING ......................................................................................................................................................... 7
4.3 SHIPMENT AND STORAGE .................................................................................................................................... 7
4.4 CONFORMANCE TESTING ..................................................................................................................................... 7
4.4.1 Tests ...................................................................................................................................................... 7
4.4.2 Sampling Procedures ............................................................................................................................ 8
4.4.3 Test Results ........................................................................................................................................... 8
4.4.4 Conformance Test Failure .................................................................................................................... 8
4.4.5 Handling and Placement ...................................................................................................................... 8
4.4.6 Repair .................................................................................................................................................... 8
4.4.7 Placement of Soil Materials ................................................................................................................. 9
5.1 DOCUMENTATION/CERTIFICATION ................................................................................................................. 9
5.1 GENERAL .......................................................................................................................................................... 9
5.2 CONSTRUCTION MONITORING .............................................................................................................................. 9
5.3 CERTIFICATION ................................................................................................................................................... 9

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TABLE 1 - Soil Testing Methods and Frequencies

SPECIFICATIONS

01400 Quality Assurance
02100 Site Preparation and Restoration
02218 Test Pad
02224 Intermediate Soil Layer
02227 Protective Soil Layer
02228 Structural Fill
02229 Low-Permeability Soil Cap
02936 Seeding
13302 Geocomposite
13303 Draintube Geocomposite
13315 Geosynthetic Clay Liner
13400 Interface Friction and Soil Strength Testing
13910 Landfill Gas Vent

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1.0 INTRODUCTION

1.1 PURPOSE

This plan addresses the construction quality assurance (CQA) procedures and requirements to be
employed during construction of the project. The plan is intended to supplement, but not supersede,
the Contract Drawings and Specifications; where a conflict arises, the Contract Documents or
approved Contract Drawings and Specifications shall govern.

All parties involved in the project should obtain a copy of this plan from the OWNER or ENGINEER.
They should also obtain copies of any supplemental CQA documents prepared specifically for the
project.

The overall goals of the CQA program are to ensure that proper construction techniques and
procedures are employed, and to verify that the materials used meet the approved Contract
Specifications. Additionally, the program shall identify and define problems that may occur during
construction, allowing corrective activities to be implemented in a timely manner. At the completion
of the work, the program requires the certifying CQA Consultant(s) to prepare certification reports
indicating that the facility has been constructed in accordance with the approved design standards
and Contract Specifications.

1.2 DEFINITIONS

The following definitions are applicable to this plan:

1.2.1 Quality Control

Definition (ASTM D3740): - 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
Specifications, and review of usage to determine necessary revisions of 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 Contract Drawings and Specifications. This plan does not address Quality
Control procedures, criteria, and/or tests employed by the CONTRACTOR.

1.2.2 Quality Assurance

Definition (ASTM D3740): - 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 effectiveness of the overall quality control

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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 Contract Drawings and Specifications and any additional requirements of this plan.

1.2.3 Layer

A layer is defined as a compacted stratum composed of several lifts constructed without joints.

1.2.4 Lift

A lift is defined as a segment of a layer composed of the maximum thickness of soil permitted to
be placed / compacted at one time.

1.3 PARTIES

1.3.1 OWNER

The OWNER is the owner of the solid waste permit, and bears the ultimate responsibility for the
facility; the OWNER may or may not also be the Operator of the facility. The OWNER shall contract
and manage the CONTRACTOR(s), and the CQA consultant(s) and laboratories. For this project,
the Coble’s Sandrock, Inc. is the OWNER.

1.3.2 ENGINEER

The ENGINEER is the official representative of the OWNER, and is responsible for the preparation
of the Contract Drawings, Technical Specifications, and CQA Plan. The ENGINEER is also
responsible for the interpretation of those documents and for the resolution of technical matters
that may arise during construction. For this project, the ENGINEER is Labella Associates, PC.

1.3.3 CQA Consultant

The CQA Consultant is independent from the CONTRACTOR(s), Manufacturer, and Installer, that is
responsible for observing, testing, and documenting activities related to the Quality Assurance of
the earthwork and geosynthetic materials at the site. The CQA Consultant corresponds with the
ENGINEER throughout the project and shall report deviations from the Work and items of non-
compliance. The CQA Consultant is also responsible for issuing a certification report, sealed by a
registered Professional Engineer, licensed in the State in which the project work is conducted.

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1.3.4 Soils CQA Laboratory

The Soils CQA Laboratory is independent from the CONTRACTOR(s), and Supplier, responsible for
performing the required laboratory testing of the project earthwork components.

1.3.5 Geosynthetic CQA Laboratory

The Geosynthetic CQA Laboratory is independent from the CONTRACTOR(s), Manufacturer, and
Installer, responsible for performing the required laboratory testing of the project geosynthetic
materials. The laboratory shall be approved by the Geosynthetic Accreditation Institute-Laboratory
Accreditation Program (GAI-LAP) based on site audits and annual proficiency tests.

1.3.6 CONTRACTOR

The CONTRACTOR has the primary responsibility for ensuring that the work is performed in
accordance with the Contract Drawings and 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,
procurement, 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 Consultants of
the scheduling and occurrence of all construction activities.

1.3.7 Surveyor

The Surveyor is responsible for establishing and maintaining lines and grades and temporary
benchmarks throughout all relevant areas of the construction site. One permanent benchmark of
known elevation measured from USGS benchmark must be established and maintained for each
50 acres of the landfill facility. State Plane (SP) coordinates must be established and one of its
points must be the benchmark of known SP coordinates. The Surveyor shall issue a complete set
of Record Drawings certified by a Professional Land Surveyor, licensed in the State in which the
project work is conducted.

1.4 COMMUNICATIONS AND MEETINGS

Frequent and open communications are a necessary and essential component of this plan in order to
achieve a high degree of coordination, cooperation, and quality in the finished product, and to
minimize or avoid delays. It is one goal of this plan to resolve problems at the lowest possible level of
authority while maintaining thorough documentation, informing all responsible parties, and obtaining
approvals as necessary or appropriate. The preconstruction meeting should cover responsibilities
and authorities, inspection activities, sampling strategies, documentation, progress meetings. The
documentation requirements of CQA activities are addressed in various sections of this plan. A series
of meetings shall be held before, during, and after construction to facilitate planning, progress reports
and problem resolution. Meeting agendas prepared and minutes to be kept of all meetings as

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directed by the ENGINEER. The meetings shall be as follows unless otherwise directed by the
OWNER:

• Preconstruction Meeting to be held prior to beginning of construction as directed by the
ENGINEER and to be attended by the OWNER or Owner’s Representative, CQA Consultant,
CONTRACTOR, significant subcontractors and suppliers as designated by the ENGINEER.
• Progress Meetings to be held as directed by the ENGINEER and to be attended by the OWNER
or Owner’s Representative, CQA Consultant, CONTRACTOR, and representatives of parties
actively involved in the construction as designated by the ENGINEER.

• Post-Construction Resolution Meeting to be attended by the OWNER or Owner’s
Representative, CQA Consultant, CONTRACTOR, significant subcontractors and suppliers as
directed by the ENGINEER.

2.0 EARTH MATERIALS

2.1 INTRODUCTION

This section of the plan describes Construction Quality Assurance (CQA) procedures for the
installation of the earth material components of the project.

2.2 SCOPE

2.2.1 General

The work addressed under this section shall facilitate proper construction of all earth material
components of the project. All work shall be constructed to the lines, grades, and dimensions
indicated on the approved Contract Drawings, in accordance with the Contract Specifications, or
as required by the OWNER or OWNER’s Representative.

2.3 EARTH MATERIALS CQA TESTING

2.3.1 General

Assurance that construction of the earth material components of the project has been performed
in accordance with the approved Contract Drawings and Specifications shall be accomplished by
use of CQA testing and visual observations.

CQA testing shall consist of the following:

• Construction Quality Evaluation; and
• Special Testing.

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2.3.2 Construction Quality Evaluation Testing

Construction quality evaluation shall be performed on all components of earthwork construction
at the frequencies shown in Table 1. Criteria to be used for determination of acceptability of the
work shall be as identified in the Contract Specifications and as detailed in this plan.
Construction evaluation testing shall consist of visual observations of the work, in-place
density/moisture content verification, investigations into the adequacy of layer bonding and clod
destruction, elevation and thickness monitoring, and special testing. Evaluation of the
construction work shall include the following:

• Observations and documentation of the water content, clod size and other physical
properties of the soil during processing, placement and compaction;
• Observation and documentation of each compacted lift’s ability to accept and bond to
subsequent lifts;
• Observation and documentation of the thickness of compacted and loosely placed lifts;
• Observation and documentation of the performance of the compaction and heavy hauling
equipment on the construction surface (sheepsfoot penetration, pumping, cracking,
etc…); and
• Observation and documentation of the effectiveness of the procedures used to prevent
desiccation and/or freezing of completed lifts and layers.

The in-place density test methods shall cause minimal delay to the placement of subsequent lifts;
therefore, the nuclear method is preferred unless construction sequencing is such that fill
placement is not interrupted by drive cylinder testing. An acceptable test for soils used in
structural or “controlled fill” applications (i.e. embankments, berms, backfill, soil liner, subgrade,
etc.) shall be defined as one, which meets or exceeds the specified minimum density within the
specified moisture range.

If there is any question as to the classification of the tested soil, and hence the appropriateness
of a given moisture-density plot, a “one-point” Standard Proctor compaction test shall be
performed for comparison with the available plots. The optimum moisture content and maximum
dry density extrapolated from the one-point test result must fall on or near the plotted line of
optimums for the classification of a soil to be confirmed. For controlled fill, the reference
maximum dry density can be adjusted to accommodate the one-point data.

Questions concerning the accuracy of any single test shall be addressed by retesting in that or
another representative location. Periodic drive cylinder testing shall be performed to verify the
adequacy of the nuclear gauge testing at the frequencies designated in Table 1. If a conflict
exists between the drive cylinder testing and the corresponding nuclear density test results, then
the drive cylinder results shall control.

It is important to bond lifts together to the greatest extent possible. Bonding of lifts is enhanced
by:
• Ensuring that the surface of the previously compacted lift (or subgrade) is rough before
placing the new lift of soil;

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• Adding moisture to the previously compacted lift (or subgrade); and
• Using a fully penetrating footed roller.

Evaluation of lift bonding in soil liner and similar applications shall be done by using test pits or
auger holes to visually observe the lift interfaces. Alternatively, Shelby tubes pushed through the
lift interfaces can be visually inspected for proper lift bonding.

2.3.3 Test Pad

A test pad shall be constructed as outlined in the project specifications to develop and
demonstrate construction methods that shall be used to produce a compacted soil cap satisfying
the requirements of the specifications.

3.0 GEOSYNTHETIC CLAY LINER (GCL)

3.1 Conformance Testing

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

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

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

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

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

3.2 Storage

Geosynthetic clay liner rolls must always be stored in a location where they shall not be exposed to
moisture.

3.3 Handling & Placement

On slopes, geosynthetic clay liners should be placed with overlap oriented parallel to the maximum
slope (i.e. down the slope).

Adjoining panels of geosynthetic clay liners should be overlapped a minimum of six inches (6”).

Geosynthetic clay liners should never be installed in standing water or during rain.

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Geosynthetic clay liners should always be installed with appropriate side up.

Rolls should be pulled tight to smooth out any creases or folding.

Precautions should be taken to avoid damage to any underlying geosynthetic materials while placing
the geosynthetic clay liners.

Cover geosynthetic clay liners with geomembrane or other cover materials after placement to avoid
damage from precipitation.

3.4 Repairs

Repairs to cuts or tears in installed material should extend a minimum of six inches (6”) beyond the
area in need of repair. Repair pieces should be held in place until cover material has been placed.

4. GEOCOMPOSITE

4.1 Manufacturing

The CQA Consultant shall examine all manufacturer’s certifications to ensure that the property values
listed on the certifications meet or exceed those specified.

4.2 Labeling

The CQA Consultant shall examine rolls upon delivery and note any deviation from the requirements
listed in the project specifications.

4.3 Shipment and Storage

The CQA Consultant shall verify that geocomposite materials are free of soil and dust before
installation and shall record the observation of this verification. Washing operations shall be
observed by the CQA Consultant.

4.4 Conformance Testing

4.4.1 Tests

In-Plant Material Conformance Test Sampling

The CQA Consultant shall arrange for the CQA Laboratory to sample the geocomposite
material in-plant and ship these samples to their laboratory for conformance testing as
outlined in the project specifications.

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The CQA Consultant shall report any nonconformance of sampling procedures as outlined in
the project specifications.

NOTE: All geocomposite used for this project shall be from the same lot unless
otherwise approved by the ENGINEER. The manufacturer or supplier shall perform
additional conformance testing, at no additional cost to the OWNER.

As a minimum, the following tests shall be performed on geocomposite:

Geotextile apparent opening size
Geotextile puncture strength
Geocomposite transmissivity

4.4.2 Sampling Procedures

The samples will be taken from selected rolls by removing the protective wrapping and cutting
full-width, 1-m-long (3-ft-long) samples from the outer wrap of the selected roll(s). The outer
revolution of geocomposite is to be discarded before the test sample is taken. The sample rolls
must be relabeled for future identification. Items to be considered are the following:

• The conformance test samples shall be identified by type, style, or lot and roll numbers.
The machine direction should be noted on the sample(s) with a waterproof marker.
• A lot is defined as a unit of production, a group of other units, rolls having one or more
common properties, and being readily separable from other similar units.
• Unless otherwise stated, sampling should be based on one per lot or one per 100,000 sq
ft, whichever is greater.

4.4.3 Test Results

The CQA Consultant shall examine all results from laboratory conformance testing.

4.4.4 Conformance Test Failure

The CQA Consultant shall document actions taken in conjunction with conformance test failures
as outlined in the project specifications.

4.4.5 Handling and Placement

The CQA Consultant shall note any noncompliance to the project specifications.

4.4.6 Repair

The CQA Consultant shall observe repairs, note any noncompliance to the project specifications.

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4.4.7 Placement of Soil Materials

Any noncompliance to the project specifications shall be noted by the CQA Consultant.

If portions of the geocomposite are exposed, the CQA Consultant shall periodically place marks
on the geocomposite and the underlying geomembrane and measure the elongation of the
geocomposite during the placement of soil.

5.1 DOCUMENTATION/CERTIFICATION

5.1 General

The CQA Consultant shall document the activities associated with the construction of the earth
and geosynthetic material components of the project. Such documentation shall include, as a
minimum, daily reports of construction activities and a summary technical report on the
construction project. Documentation and reporting shall meet all requirements of the Contract
Specifications and this CQA Plan.

5.2 Construction Monitoring

Construction of earth and geosynthetic material components of the project shall be monitored
and documented by a CQA Consultant. Soils and geosynthetic laboratory testing shall be
performed and documented by an independent testing laboratory working under the direction of
the CQA Consultant.

Written daily documents shall include a record of observations, test data sheets, identification of
problems encountered during construction, corrective measures taken, weather conditions, and
personnel and equipment on site.

5.3 Certification

The CQA Consultant(s) shall prepare a certification report addressing each major item identified
above for each phase of construction under their areas of responsibility. Certification reports
required by regulatory agencies shall also be prepared and submitted as required.

Certification shall include assessments of compliance with the Contract Drawings and
Specifications and the results of the physical sampling and testing. At a minimum, the
certification report shall include:

• Copies of all CQA field reports and results of all field testing including drawings depicting
the locations of construction testing when appropriate;
• Results of all laboratory testing;

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• Closure with GCL shall include subgrade inspection acceptance records.
• Photographs representative of major construction activity; and
• Certification statement assessing compliance with the Contract Drawings and
Specifications, sealed by a professional engineer, licensed in the State in which the
project work is conducted.

END OF CONSTRUCTION QUALITY ASSURANCE PLAN

TABLE 1 - SOIL TESTING METHODS AND FREQUENCIES

Test Method Structural Fill Test Pad Soil Cap Intermediate
Soil Layer
Protective Soil
Layer
Index Construction Index Construction Construction Index Index
Particle Size Analysis of Soils ASTM D422 One/Material 1/10,000 CY One/Material One/TP 1/10,000 CY NA NA
Unified Soil Classification System ASTM D2487 One/Material 1/10,000 CY One/Material One/TP 1/10,000 CY NA NA
Moisture Content of Soil Lab Method ASTM D2216 One/Material 1/10,000 CY One/Material 5/Lift 1/10,000 CY NA NA
Atterberg Limits ASTM D4318 NA NA One/Material One/TP 1/10,000 CY NA NA
Specific Gravity ASTM D854 One/Material** NA One/Material** One/TP 1/10,000 CY One/Material** One/Material**
Standard Proctor ASTM D698 One/10,000 CY delivered NA One/Material One/TP 1/10,000 CY One/Material One/Material
In-place Density by Drive Cylinder ASTM D2937 NA 1 of every 10 analyzed by ASTM D2922 NA 5/Lift 5/Lift/Acre NA NA
In-place Moisture/Density by Nuclear Method ASTM D6938 NA 4/Lift/Acre NA 5/Lift 5/Lift/Acre NA NA
Soil Moisture By Direct Heating ASTM D4959 NA 1 of every 10 analyzed by ASTM D3017 NA 1/Lift 1 of every 10 analyzed by ASTM D3017 NA NA
Undisturbed Hydraulic Conductivity ASTM D5084 NA NA NA 1/Lift*** 1/Lift/Acre*** NA NA
Laboratory Compacted Hydraulic Conductivity ASTM D5084 NA NA One/Material NA One/Material NA NA
Triaxial Compression on Cohesive Soil ASTM D4767 One/50,000 CY
delivered* NA NA NA One/Material* One/Material* One/Material*
*Minimum internal friction angle of 26.6 degrees, unless otherwise approved by the engineer.
**Minimum unit weight of 120 pcf, unless otherwise approved by the engineer.
*** If a permeability test result fails to meet the permeability requirements, two additional samples shall be taken in the vicinity of the failed sample, and replicate tests
conducted. If the replicate tests pass, the section represented by the samples shall be considered as having passed. If either of the replicate tests fail, then the section
shall be considered as having failed and shall be removed, replaced and retested.

SPECIFICATIONS
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SECTION 01410

QUALITY ASSURANCE

PART 1 GENERAL

1.01 SECTION INCLUDES

A. Inspection and Testing Laboratory Services for Quality Assurance.

1.02 INSPECTION AND TESTING LABORATORY SERVICES FOR QUALITY ASSURANCE

A. OWNER will appoint, employ, and pay for services of a CQA firm (CQA Consultant) to conduct
inspection and testing for quality assurance purposes.

B. Quality assurance refers to measures taken by the CQA Consultant on behalf of the OWNER to
assess whether the Work is in compliance with the Contract Documents.

C. On behalf of the OWNER, the CQA Consultant will conduct inspections, tests, and other
services specified in individual specification subsections that address quality assurance
requirements. No adjustments to the Contract Time will be granted for any quality assurance
activities of the CQA Consultant, including testing.

D. Reports will be submitted by the CQA firm to the ENGINEER, indicating observations and
results of tests and indicating compliance or noncompliance with Contract Documents.

E. Re-testing required because of non-conformance to specified requirements shall be
conducted by the same CQA firm on instructions by the ENGINEER.

PART 2 PRODUCTS

Not Used

PART 3 EXECUTION

Not Used

END OF SECTION 01410
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SECTION 02100

SITE PREPARATION AND RESTORATION

PART 1 - GENERAL

1.01 SCOPE

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

B. Provide protection as necessary to prevent damage to existing improvements not indicated to be
removed, and improvements on adjoining properties.
C. Restore all improvements damaged by this Work to their original condition, and acceptable to the
OWNER or other parties or authorities having jurisdiction.
PART 2 - PRODUCTS

Not Used
PART 3 - EXECUTION
3.01 UTILITIES

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

3.02 SITE PROTECTION
A. Protect benchmarks from damage or displacement.
B. Protect OWNER'S property and adjoining properties from damage due to construction activities.
Use barricades, coverings, and warning signs as appropriate.

C. CONTRACTOR is responsible for correcting any damage caused by construction activities. Make
repairs to the satisfaction of the OWNER or other parties having jurisdiction. All costs for repairs
will be borne by the CONTRACTOR.
D. The Contractor shall protect living trees designated to remain within the construction area and
those outside the construction area. Cut or scarred surfaces of trees or shrubs shall be treated
with a paint prepared especially for tree surgery.

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

3.03 CLEARING

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

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

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

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D. Remove all stumps when such stumps will be less than five (5) feet below finished grade. Stumps
of trees to be left in place shall be left no more than six 6 inches above original grade.

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

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

A. Grub areas within a 10-foot zone bordering all proposed structures and pipelines.
B. In areas to be cleared, remove all stumps, roots ½-inch or larger, organic material, and debris to a
depth of approximately one foot below existing grade, or one foot below the proposed subgrade elevation, whichever is lower.

C. Remove grassy vegetation in a manner that maximizes the separation of vegetative cover and topsoil or subsoil. Unless otherwise noted, grassy vegetation shall be removed from the site or
disposed on-site as approved by landfill personnel.
D. Use hand methods for grubbing inside the drip lines of trees which are to remain.

E. Clean up debris resulting from site clearing operations continuously with the progress of the Work.
F. Stockpile topsoil material on site in areas designated by the ENGINEER or the OWNER.
G. Keep pavement and areas adjacent to site clean and free from mud, dirt, and debris.

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

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

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

D. Burning will be permitted when allowed by local ordinance and approved by the local fire marshal.
No burning will be allowed within 100 feet of waste disposal areas or site access roads.

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

3.06 SITE RESTORATION

A. At the end of the construction period, the CONTRACTOR shall restore to existing grade those areas
disturbed by construction activities that lie beyond the limits of construction shown on the
Drawings. CONTRACTOR is also responsible for restoration of the sections of the borrow area
utilized for the construction at no addition cost to the Owner. Areas to be filled shall be nominally
compacted as may be achieved with construction equipment, graded to prevent ponding, and
permanently seeded in accordance with the requirements of the project specifications.

END OF SECTION 02100
Coble’s Sandrock C&D Landfill LaBella Associates, PC
Technical Specification Test Pad October 2019
C&D LF 5-Year Permit Renewal/LOS
02218-1
SECTION 02218

TEST PAD

PART 1 GENERAL

1.01 SECTION INCLUDES

A. Construction of a trial section of compacted soil layer to meet the requirements specified in
Section 02229.

1.02 TEST PAD PERFORMANCE

A. The maximum allowable coefficient of permeability of the constructed test pad shall be 1
x 10-5 cm/sec. This criterion will be strictly enforced.

1.03 REFERENCES

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

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

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

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

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

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

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

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

I. ASTM D2487 – Test Method for Classification of Soils for Engineering Purposes.

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

Coble’s Sandrock C&D Landfill LaBella Associates, PC
Technical Specification Test Pad October 2019
C&D LF 5-Year Permit Renewal/LOS
02218-2
1.04 SUBMITTALS

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

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

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

D. Identify proposed borrow sources with the sample submissions.

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

A. Acceptance by the ENGINEER of the test pad shall be dependent on the Soils CQA
Consultant satisfying all requirements of the CQA Plan during the course of the work and test
results showing that all requirements of this Section or Section 02229 have been met.

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

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

D. ENGINEER will administer the CQA Program.

PART 2 PRODUCTS

2.01 MATERIALS

A. Borrow materials for the test pad shall be tested and approved in accordance with
procedures outlined in the CQA Plan and this Section.

B. Material to be used in constructing the test pad shall be as specified in Section 02229.

PART 3 EXECUTION

3.01 GENERAL

A. Allow sufficient time for testing of the test pad prior to construction of the compacted soil
layer.

Coble’s Sandrock C&D Landfill LaBella Associates, PC
Technical Specification Test Pad October 2019
C&D LF 5-Year Permit Renewal/LOS
02218-3
B. Provide test pad a minimum of 50 foot wide x 150 foot long constructed using the same
construction methods, equipment, and material to be used for the 18-inch low permeability
soil layer.

C. The location of the test pad shall be selected by the CONTRACTOR and approved by the
ENGINEER.

D. The test pad may be constructed as part of the compacted soil cap. If constructed as part
of the compacted soil cap, all materials and associated testing shall be in accordance with
Specification Section 02229.

E. Construct lifts not exceeding six inches compacted thickness unless otherwise approved in
writing by the ENGINEER.

F. Inspect each lift. Do not place a subsequent lift until the previous lift is approved by the
ENGINEER or CQA Representative.

G. If the source for the soil cap material changes, or the properties of the material from the
borrow source change significantly as determined by the CQA representative or ENGINEER,
construct a new test pad at least 50-feet wide x 150-feet long using the new material.

H. If tests indicate that the compacted material fails to meet the design criteria, remove and
reconstruct the test pad at no additional cost to the OWNER.

I. Do not begin construction of the landfill low permeability soil cap until the test pad has been
completed and approved in writing by the ENGINEER.

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

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

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

M. Avoid desiccation and crusting of the lift surface.

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

Coble’s Sandrock C&D Landfill LaBella Associates, PC
Technical Specification Test Pad October 2019
C&D LF 5-Year Permit Renewal/LOS
02218-4
3.02 QUALITY ASSURANCE

A. The moisture content/dry density/permeability relationship for the proposed cap material
will be provided to the CONTRACTOR as a preliminary guide in controlling moisture and
achieving the required degree of compaction. The CONTRACTOR shall conduct additional
testing of the soil to further define the moisture content/dry density/permeability
performance of the soil, and shall submit compaction curves (moisture content and density)
for the proposed cap material to the ENGINEER for approval prior to material placement.

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

C. Final criteria for construction of the compacted soil cap (including moisture content,
compactive effort, and density) shall be determined based on the results of the Test Pad.

D. Sieve analyses will be conducted on soils used to construct the test pad in accordance with
ASTM D 422. Frequency: A minimum of one analysis per test pad.

E. Testing for Atterberg limits will be conducted on soils used to construct the test pad in
accordance with ASTM D 4318. Frequency: A minimum of one analysis per test pad.

F. Density/Moisture Content of the in-place compacted soil will be measured by nuclear
methods in accordance with ASTM D6938. Frequency: Five tests per lift. A minimum of
every fifth test completed in accordance with ASTM D2937 Drive Cylinder Method. All soil
samples should be tested by direct oven drying (ASTM D2216) to aid in identifying and
significant, systematic calibration errors.

G. Permeability testing of the in-place test pad will be conducted in accordance with ASTM
D5084 at a frequency of one test per lift. Conduct tests using a confining pressure of 5 psi
and a hydraulic gradient of 10.

H. If a permeability test result fails to meet the permeability requirements, two additional
samples shall be taken in the vicinity of the failed sample, and replicate tests conducted. If
the replicate tests pass, the section represented by the samples shall be considered as
having passed. If either of the replicate tests fail, then the section shall be considered as
having failed and shall be removed, replaced and retested.

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

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

END OF SECTION

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

02224-1
SECTION 02224

INTERMEDIATE SOIL LAYER

PART 1 GENERAL

1.01 SECTION INCLUDES

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

PART 2 PRODUCTS

2.01 FILL MATERIAL FOR THE INTERMEDIATE SOIL LAYER

A. Fill material shall consist of on-site soil free of frozen soil, stones greater than two inches in
maximum diameter, debris, organic matter, clay balls, and any other deleterious substances.

B. Material shall have a unit weight greater than or equal to 120 pcf and internal friction angle
greater than or equal to as determined by the triaxial test (ASTM D4767), unless otherwise
approved by the engineer.

PART 3 EXECUTION

3.01 CONSTRUCTION

A. Construct the intermediate soil layer as shown on the Drawings.

B. Place material in lifts no greater than six (6) inches compacted depth.

C. Do not push the intermediate soil layer material down the slopes. Begin placement at the
bottom and work the material up the slope.

D. The finished thickness of the intermediate soil layer shall be 12 inches minimum.

3.02 QUALITY ASSURANCE

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

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

02224-2
3.03 PROTECTION OF FINISHED WORK

A. Protect the intermediate soil layer from desiccation, flooding and freezing. Subgrades found
to have desiccation cracks greater than one-half inch in width or depth or which, exhibit
swelling, heaving, or other similar conditions shall be replaced or reworked to remove these
defects. Any portion of the intermediate soil layer that is damaged shall be reworked to
meet the specifications, or removed and replaced with conforming material.

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

END OF SECTION 02224

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

02227-1

SECTION 02227

SOIL PROTECTIVE LAYER

PART 1 GENERAL

1.01 SECTION INCLUDES

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

PART 2 PRODUCTS

2.01 FILL MATERIAL

A. Construct soil protective layer using on-site soil free of frozen soil, stones greater than one-
inch in maximum diameter, debris, organic matter and any other deleterious substances.

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

C. Material shall have a unit weight greater than or equal to 120 pcf and internal friction angle
greater than or equal to as determined by the triaxial test (ASTM D 4767), unless otherwise
approved by the engineer.

PART 3 EXECUTION

3.01 CONSTRUCTION

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

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

C. Low pressure dozers (less than 15 psi), or other equipment as approved by the ENGINEER,
shall be used for spreading and grading the soil protective layer.

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

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

02227-2
E. Place material in one lift to minimize the potential for damage to the underlying liner
materials.

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

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

3.02 QUALITY ASSURANCE

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

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

3.03 PROTECTION OF FINISHED WORK

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

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

END OF SECTION 02227
Coble’s Sandrock C&D Landfill 02228-1 LaBella Associates, PC
Technical Specification Structural Fill October 2019
C&D LF 5-Year Permit Renewal/LOS

SECTION 02228

STRUCTURAL FILL

PART 1 GENERAL

1.01 SECTION INCLUDES

A. Controlled structural fill for the landfill subgrade, if necessary, and embankments for the
proposed sediment basin and fill for road.

1.02 RELATED SECTIONS

1.03 REFERENCES

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

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

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

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

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

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

I. ASTM D2487 - Test Method for Classification of Soils for Engineering Purposes.

J. ASTM D4767 – Standard Test Method for Consolidated – Undrained Triaxial Compression
Test on Cohesive Soils.

1.04 SUBMITTALS

A. Submit one seventy-five (75) pound bag of each soil type proposed to be used as structural
fill to the CQA Consultant at least four weeks prior to beginning fill operations. Submittals
shall include one seventy-five (75) pound sample of each soil type from each proposed
borrow source.
Coble’s Sandrock C&D Landfill 02228-2 LaBella Associates, PC
Technical Specification Structural Fill October 2019
C&D LF 5-Year Permit Renewal/LOS

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

C. Testing of soil samples shall be paid for by the Contractor.

D. Identify proposed borrow sources with the sample submissions.

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

A. Acceptance by the Engineer of structural fill shall be dependent on the Soils CQA Consultant
satisfying all pertinent requirements of the CQA Plan during the course of the work and test
results showing that all requirements of this Section have been met.

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

C. Field and laboratory testing conducted by the CQA Consultant will be done at the Owner’s
expense.

PART 2 PRODUCTS

2.01 FILL MATERIAL

A. Fill material shall consist of on-site or off-site borrow area soil free of topsoil, roots, stumps,
brush, vegetation, and other deleterious material.

B. General fill material shall have a maximum size aggregate of six inches with no more than
25% retained on the No. 4 sieve. The top two (2) feet of landfill base grade fill material shall
have a maximum size aggregate of two inches with no more than 25% retained on the No. 4
sieve.

C. Fill material shall have a unit weight greater than or equal to 120 pcf and internal friction
angle greater than or equal to as determined by the triaxial test (ASTM D4767), unless
otherwise approved by the engineer.

PART 3 EXECUTION

3.01 SUBGRADE PREPARATION

A. Prepare areas to receive structural fill in accordance with Section 02100, Site Preparation.

B. Where subgrade requires undercutting, limit cut slopes to 1 vertical to 3 horizontal.
Coble’s Sandrock C&D Landfill 02228-3 LaBella Associates, PC
Technical Specification Structural Fill October 2019
C&D LF 5-Year Permit Renewal/LOS

C. Grade areas to receive fill to a uniform surface. Scarify surface if directed by the Engineer.

D. Eliminate ruts, hummocks, or other uneven features.

E. Proofroll the subgrade with a loaded tandem-axle dump truck having a minimum weight of
20 tons or other similar rubber-tired equipment.

F. Make at least two passes in each direction with the proofrolling equipment.

G. Remove and replace any soft, saturated or yielding areas indicated by pumping or rutting.

H. Replace soil that has been removed with structural fill material in accordance with the
requirements of this Section (Section 02228).

I. Where unsuitable soil was removed, compact the structural fill material to at least 95% of
the maximum dry density as determined by ASTM D698 to a depth of at least 12 inches.

J. Dry or wet the subgrade to establish a subgrade with an acceptable moisture content.

K. Do not construct structural fill layer until the subgrade has been approved by the CQA
Consultant.

L. Where structural fill is to be placed on hillsides with slopes steeper than 3H:1V, the fill shall
be benched into the existing hillside. Benches shall be a minimum of twelve feet wide, and
shall be cut at approximately every twenty feet of vertical height.

3.02 CONSTRUCTION

A. Construct project features to the lines and grades shown on the Drawings.

B. Place fill material in lifts no greater than 9 inches thick prior to compaction.

C. Compact fill material to a minimum dry density of 95% of the maximum dry density
determined from the Standard Proctor Test (ASTM D698).

D. Moisture must be maintained between two (2) percent below to four (4) percent above the
optimum moisture content.

E. Fill material in place which does not meet the density requirements shall be recompacted or
removed and reworked to meet density objectives.

F. Do not place or compact fill material during sustained period of temperatures below 32° F.

Coble’s Sandrock C&D Landfill 02228-4 LaBella Associates, PC
Technical Specification Structural Fill October 2019
C&D LF 5-Year Permit Renewal/LOS

G. Employ a professional land surveyor licensed in North Carolina to conduct a topographic survey
of the top of the structural fill layer and prepare a survey drawing showing contours at
maximum two-foot intervals.

H. Furnish the Engineer with three copies of the topographic survey drawing. This drawing shall
become part of the Record Drawings required by this contract.

3.03 PROTECTION OF WORK

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

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

C. Portions of the structural fill damaged due to exposure shall be reworked to meet the
Specifications or at the discretion of the Engineer, removed and replaced with conforming
material at no additional cost to the Owner.

3.04 REMEDIAL MAINTENANCE

A. Maintain structural fill in an undisturbed state until covered or otherwise protected from
damage.

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

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

3.05 QUALITY ASSURANCE

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

B. Conduct continuous visual inspection of materials to ensure that proper soils are being
used.

C. Testing for strength and stress-strain relationships will be conducted on soils used as
structural fill in accordance with ASTM D4767. Testing Frequency in accordance with Table
1 of the CQA Plan.

Coble’s Sandrock C&D Landfill 02228-5 LaBella Associates, PC
Technical Specification Structural Fill October 2019
C&D LF 5-Year Permit Renewal/LOS

D. Testing for moisture-density relationship will be conducted on soils used as structural fill in
accordance with ASTM D698. Testing Frequency in accordance with Table 1 of the CQA
Plan.

E. Testing of the in-place structural fill will include density and moisture content tests in
accordance with ASTM D6938. Testing Frequency in accordance with Table 1 of the CQA
Plan.

F. If tests indicate Work does not meet specified requirements, remove Work, replace and
retest at no cost to Owner.

G. The horizontal and vertical location of all test locations will be recorded. A drawing will be
prepared showing all test locations.

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

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

END OF SECTION 02228
Coble’s Sandrock C&D Landfill LaBella Associates, PC
Technical Specification Low-Permeability Soil Layer October 2019
C&D LF 5-Year Permit Renewal/LOS

02229-1
SECTION 02229

LOW-PERMEABILITY SOIL LAYER

PART 1 GENERAL

1.01 SECTION INCLUDES

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

1.02 SOIL LAYER PERFORMANCE

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

1.03 REFERENCES

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

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

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

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

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

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

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

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

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

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

02229-2

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

1.04 SUBMITTALS

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

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

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

D. Identify proposed borrow sources with the sample submissions.

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

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

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

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

D. ENGINEER will administer the CQA Program.

PART 2 PRODUCTS

2.01 FILL MATERIAL

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

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

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

02229-3
C. Material shall have a unit weight greater than or equal to 120 pcf and internal friction angle
greater than or equal to as determined by the triaxial test (ASTM D4767), unless otherwise
approved by the engineer.

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

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

PART 3 EXECUTION

3.01 SUBGRADE PREPARATION

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

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

3.02 CONSTRUCTION

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

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

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

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

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

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

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

H. If the moisture content is outside the acceptable range, rework the material by scarifying the
compacted soil, wetting or drying the soil as required, and recompacting the soil.
Coble’s Sandrock C&D Landfill LaBella Associates, PC
Technical Specification Low-Permeability Soil Layer October 2019
C&D LF 5-Year Permit Renewal/LOS

02229-4

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

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

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

L. Avoid desiccation and crusting of the lift surface.

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

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

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

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

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

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

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

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

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

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

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

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

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

3.03 PROTECTION OF WORK

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

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

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

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

3.04 REMEDIAL MAINTENANCE

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

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

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

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02229-6
3.05 QUALITY ASSURANCE

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

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

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

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

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

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

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

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

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

J. If a permeability test result fails to meet the permeability requirements, two additional
samples shall be taken in the vicinity of the failed sample, and replicate tests conducted. If
the replicate tests pass, the section represented by the samples shall be considered as
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C&D LF 5-Year Permit Renewal/LOS

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

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

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

END OF SECTION 02229
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Technical Specification 02936-1 October 2019
C&D LF 5-Year Permit Renewal/LOS

SECTION 02936

SEEDING

PART 1 GENERAL

1.01 WORK INCLUDED

A. Preparation of subsoil.

B. Placing topsoil material.

C. Fertilizing.

D. Temporary seeding.

E. Permanent seeding.

F. Mulching.

1.02 QUALITY ASSURANCE

A. Provide seed mixture in containers showing percentage of seed mix, year of production,
net weight, date of packaging, and location of packaging.

1.03 MAINTENANCE DATA

A. Submit maintenance data for continuing Owner maintenance.

B. Include maintenance instructions, cutting method and maximum grass height; types,
application frequency, and recommended coverage of fertilizer.

C. The sediment basins shall be inspected regularly during land disturbing activities and
after each significant rainfall. Sediment shall be removed, and the basin restored to its
original dimensions when sediment accumulates to one-half the design depth. The
embankments, spillways, and outlets shall be inspected regularly for signs of piping and
settlement. Repairs shall be made immediately. The riser and pool area shall be kept
free of trash and other debris.

D. Diversion berms shall be inspected weekly and after each significant rainfall.
Accumulated sediment shall be removed immediately from the flow area, and diversion
berms repaired promptly.

E. Grass-lined channels shall be checked after every rainfall while grass in the channel is
being established. After grass is established, the channel shall be cleaned out as
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C&D LF 5-Year Permit Renewal/LOS

necessary to maintain the design capacity of the channel. Grass that is lining the channel
shall be kept in a healthy and vigorous condition at all times.

F. Sediment fences shall be inspected at least once a week and after each rainfall. Repairs
shall be made immediately. Sediment deposits shall be removed as needed to provide
adequate storage volume for the next rainfall event, and to reduce pressure on the fence.
Fencing materials and sediment deposits shall be removed, and the area brought to
grade following stabilization of upgradient disturbed areas.

1.04 DELIVERY, STORAGE AND HANDLING

A. Transport and handle products in accordance with manufacturer’s instructions.

B. Deliver grass seed mixture in sealed containers. Seed in damaged packaging will not be
acceptable.

C. Deliver fertilizer in waterproof bags showing weight, chemical analysis, and name of
manufacturer.

D. Promptly inspect shipments to assure that products comply with requirements, quantities
are correct, and products are undamaged.

E. Store and protect products in accordance with manufacturer’s instructions, with seals and
labels intact and legible.

PART 2 PRODUCTS

2.01 SOIL MATERIALS

A. Topsoil Material: Excavated from site and free of weeds.

2.02 ACCESSORIES

A. Mulching material: Oat or wheat straw, dry, free from weeds and other matter detrimental
to plant life.

B. Lime: Lime shall comply with applicable North Carolina state laws and shall be delivered
in unopened bags or other convenient standard containers, each fully labeled with the
manufacturer’s guaranteed analysis. Lime shall be ground limestone containing not less
than 85 percent total carbonates, and shall be ground to such fineness that 90 percent
by weight will pass through a No. 20 mesh sieve (0.85 mm) and 50 percent by weight will
pass through a No. 100 mesh sieve (0.15 mm).

C. Fertilizer: Fertilizer shall comply with applicable North Carolina state laws and shall be
delivered in unopened bags or other convenient standard container, each fully labeled
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Technical Specification 02936-3 October 2019
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with the manufacturer’s guaranteed analysis. Fertilizer shall contain not less than 10
percent nitrogen, 10 percent available phosphoric acid and 10 percent water soluble
potash (N-P-K, 10-10-10). Any fertilizer which becomes caked or otherwise damaged,
making it unsuitable for use, will not be acceptable and shall be immediately removed
from the job site.

PART 3 EXECUTION

3.01 GENERAL

A. Areas where topsoil material is to be placed and areas to be seeded include all areas
disturbed during construction which are not to be paved.

B. Verify that prepared soil base is ready to receive the work of this Section.

3.02 PREPARATION OF SUBSOIL

A. Prepare subsoil to eliminate uneven areas and low spots. Maintain lines, levels, profiles
and contours. Make changes in grade gradual. Blend slopes into level areas.

B. Remove weeds, and undesirable plants and their roots. Remove contaminated subsoil.

C. Scarify subsoil to a depth of 3 inches where topsoil material is to be placed. Repeat
cultivation in areas where equipment used for hauling and spreading topsoil has
compacted subsoil.

3.03 PLACING TOPSOIL MATERIAL

A. Place topsoil material during dry weather and on dry unfrozen subgrade 2 to 3 weeks prior
to sowing seed.

B. Spread topsoil material over area to be seeded. Finished thickness of topsoil material
shall be 3 inches minimum after settling and nominal compaction caused by spreading
equipment.

C. Grade to eliminate rough, low, or soft areas, and to ensure positive drainage.

D. Rake topsoil material and remove roots, vegetable matter, rocks, clods, and other non-
organic material.

3.04 FERTILIZER AND LIME

A. Apply lime and fertilizer according to soil tests, or apply lime at the rate of
90 lbs./1000 sq.ft. and fertilizer at the rate of 20 lbs./1000 sq.ft.
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B. Mix thoroughly into upper 4 inches of topsoil.

C. Lightly water to aid the dissipation of fertilizer and lime.

3.05 SEEDBED PREPARATION

A. Prepare seedbed to a depth of 4 to 6 inches.

B. Remove loose rocks, roots and other obstructions so that they will not interfere with the
establishment and maintenance of vegetation.

3.06 TEMPORARY SEEDING

A. Provide temporary seeding on any cleared, unvegetated, or sparsely vegetated soil
surface where vegetative cover is needed for less than one year or when seeding dates
will prevent the establishment of vegetative cover if permanent seeding is attempted.

B. Seed in accordance with the following schedule and application rates:

TEMPORARY SEEDING RECOMMENDATIONS FOR LATE WINTER & EARLY SPRING

Seeding Mixture Species Rate (lb/acre)
Rye (grain) 120
Annual Lespedeza (kobe in piedmont and coastal plain, korean in mountains) 50
Omit Annual Lespedeza when duration of temporary cover is not to extend beyond June.
Seeding Dates
Mountains - above 2500 ft: February 15 - May 15
below 2500 ft: February 1 - May 1
Piedmont - January 1 - May 1
Coastal Plain - December 1 - April 15
Soil Amendments
Follow recommendations of soil tests or apply 2,000 lb/acre ground agricultural
limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch
anchoring tool. A disk with blades set nearly straight can be used as a mulch anchoring
tool.
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch immediately
following erosion or other damage.
TEMPORARY SEEDING RECOMMENDATIONS FOR SUMMER

Seeding Mixture Species Rate (lb/acre)
German Millet 40
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Technical Specification 02936-5 October 2019
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In the Piedmont and mountains, a small-stemmed sundangrass may be substituted at a
rate of 50lbs/acre.
Seeding Dates
Mountains - May 15 - August 15
Piedmont - May 1 – August 15
Coastal Plain - April 15 – August 15
Soil Amendments
Follow recommendations of soil tests or apply 2,000 lb/acre ground agricultural
limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch
anchoring tool. A disk with blades set nearly straight can be used as a mulch anchoring
tool.
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch immediately
following erosion or other damage.

TEMPORARY SEEDING RECOMMENDATIONS FOR FALL

Seeding Mixture Species Rate (lb/acre)
Rye (grain) 120
Seeding Dates
Mountains - August 15 – December 15
Piedmont - August 15 – December 30
Coastal Plain - August 15 – December 30
Soil Amendments
Follow recommendations of soil tests or apply 2,000 lb/acre ground agricultural
limestone and 1,000 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch
anchoring tool. A disk with blades set nearly straight can be used as a mulch anchoring
tool.
Maintenance
Repair and refertilize damaged areas immediately. Topdress with 50 lb/acre of nitrogen
in March. If it is necessary to extend temporary cover beyond June 15, overseed with 50
lb/acre Kobe (Piedmont and Coastal Plain) or Korean (Mountains) Lespedeza in late
February or early March

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3.08 PERMANENT SEEDING

A. Seed in accordance with the following schedule and application rates:

PERMANENT SEEDING

Seeding Dates Seeding Mixture Species Rate (lbs./acre)
January 1-April 15 Tall Fescue 80
Sericia Lespedeza 30
Rye (grain) 40
April 15-June 15 Tall Fescue 80
Sericia Lespedeza 30
Bermudagrass 15
German Millet 10

B. Compact seeded areas by means of a roller or other approved equipment immediately
after sowing.

C. Mulch with 3-inch straw applied at the rate of 4,000 lbs/acre. Anchor straw by tacking
with asphalt, netting, or roving, or by crimping with a mulch-anchoring tool or disk set
nearly straight.

D. Refertilize in the second year unless growth is fully adequate. Reseed, refertilize, and
mulch damaged areas immediately. A 10% retainage of the permanent seeding line item
will be withheld from the final payment until a final project walkthrough is conducted
during the first Spring following construction with the Contractor, Owner and Engineer.

END OF SECTION 02936

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Technical Specification Geocomposite August 2019
C&D LF 5-Year Permit Renewal/LOS Rev. October 2019
SECTION 13302

GEOCOMPOSITE

PART 1 - GENERAL

1.01 SCOPE OF WORK

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

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

1.02 REFERENCES

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

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

1.03 SUBMITTALS

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

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

1.04 CONSTRUCTION QUALITY CONTROL

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

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Technical Specification Geocomposite August 2019
C&D LF 5-Year Permit Renewal/LOS Rev. October 2019
shall be responsible for ensuring that the geocomposite is installed according to this
specification and the Contract Drawings.

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

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

1.06 WARRANTY

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

PART 2 - PRODUCTS

2.01 GEOCOMPOSITE MATERIAL

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

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

2.02 GEOCOMPOSITE MATERIAL PROPERTIES

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

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

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Technical Specification Geocomposite August 2019
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2.03 MANUFACTURING QUALITY CONTROL

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

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

B. Procedures in the Event of a Conformance Test Failure

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

2.05 HANDLING OF MATERIALS

A. Protective Wrapping - All rolls of geocomposite, irrespective of their type, must be
enclosed in a protective wrapping that is opaque and waterproof. The objective is to
prevent any degradation from atmospheric exposure (ultraviolet light, ozone, etc.),
moisture uptake (rain, snow), and, to a limited extent, accidental damage. The following
important issues shall be considered:
1. The protective wrapping shall be wrapped around (or placed around) the
geocomposite in the manufacturing facility and shall be included as the final step in
the manufacturing process.
2. The packaging shall not interfere with the handling of the rolls either by slings or by
the utilization of the central core upon which the geocomposite is wound.
3. The protective wrapping shall prevent exposure of the geocomposite to ultraviolet
light, prevent it from moisture uptake and limit minor damage to the roll.
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Technical Specification Geocomposite August 2019
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4. Every roll must be labeled with the manufacturers name, geocomposite style and
type, lot and roll numbers, and roll dimensions (length, width and gross weight).
B. Shipment
1. Each shipping document shall include a notation certifying that the material is in
accordance with the manufacturer’s quality control certificates.
2. The method of loading the geocomposite rolls, transporting them, and off-loading
them at the job site should not cause any damage to the geocomposite, its core, nor
its protective wrapping.
3. The protective wrapping shall be maintained during periods of shipping and storage.
4. All rolls, where the protective wrapping is damaged or stripped from the rolls, shall be
moved to an enclosed facility until its repair can be made to the approval of the CQA
Consultant.
C. Storage at the Site

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

PART 3 - EXECUTION

3.01 INSTALLATION

A. Install geocomposite as shown on the Contract Drawings.

3.02 PLACEMENT
A. The CONTRACTOR shall remove the protective wrappings from the geocomposite rolls to
be deployed only after the substrate layer, soil, or other geosynthetic have been
documented and approved by the CQA Consultant. Items to be considered are the
following:
1. The installer shall take the necessary precautions to protect the underlying layers
upon which the geocomposite shall be placed. If the substrate is soil, construction
equipment can be used, provided that rutting is not created. If the substrate is a
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Technical Specification Geocomposite August 2019
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geosynthetic material, deployment must be by hand, or by use of low ground-contact
pressure all-terrain vehicles (ATVs).
2. During placement, care must be taken not to entrap sandbags, stones, soil, or other
material that could damage a geocomposite, clog drains or filters, or hamper
subsequent seaming.
3. On side slopes, the geocomposite shall be anchored at the top and then unrolled to
keep the geocomposite free of wrinkles and folds.
4. The geocomposite shall be positioned by hand after being unrolled, to be free of
wrinkles.
5. When the geocomposite is placed over another geosynthetic, trimming should be
performed using only an upward-cutting hook blade.
6. The geocomposite shall be weighted with sandbags, to provide resistance against
wind uplift.
7. A visual examination of the deployed geocomposite shall be carried out to ensure
that no potentially harmful objects are present, e.g., rocks, sharp objects, small tools,
sandbags, etc.
8. After un-wrapping the geocomposite from its protective cover, soil backfilling or
covering by another geosynthetic shall be done within the period stipulated for the
particular type of geotextile. Typical time frames for geotextile are within 14 days for
polypropylene and 28 days for polyester geotextile.

3.03 SEAMS AND OVERLAPS

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

B. Geonet Components

1. The geonet components shall be overlapped by at least 4 inches along the roll length.
2. Adjoining geocomposite rolls (end to end) across the roll width should be shingled
down in the direction of the slope, with the geonet portion of the top overlapping
the geonet portion of the bottom geocomposite a minimum of 12 inches across the
roll width.
3. Overlaps shall be secured by tying. Tying shall be achieved by plastic fasteners, or
polymer braid. Tying devices shall be white or yellow for easy inspection. Metallic
devices shall not be used.
4. Tying shall be every 5 feet along the roll length, and every 12 inches along the roll
width.

C. Geotextile Components

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

Coble’s Sandrock C&D Landfill 13302-7 LaBella Associates, PC.
Technical Specification Geocomposite August 2019
C&D LF 5-Year Permit Renewal/LOS Rev. October 2019
3.04 REPAIR

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

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

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

3.05 PLACEMENT OF COVER MATERIALS

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

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

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

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

Coble’s Sandrock C&D Landfill 13302-8 LaBella Associates, PC.
Technical Specification Geocomposite August 2019
C&D LF 5-Year Permit Renewal/LOS Rev. October 2019
3.07 ACCEPTANCE

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

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

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

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

END OF SECTION 13302
Coble’s Sandrock C&D Landfill 1 of 6 LaBella Associates, PC.
Technical Specification 13303 October 2019 C&D LF 5-Year Permit Renewal/LOS
SECTION 13303
DRAINTUBE DRAINAGE GEOCOMPOSITE

PART 1 – GENERAL
1.1 SCOPE OF WORK

A. This specification covers the requirements for the manufacture, fabrication, supply,
and installation of Draintube Drainage Geocomposite. The Draintube Drainage
Geocomposite and its individual components shall meet or exceed the requirements of
this specification. The manufacture, handling, storage, and installation shall be
performed in accordance with the procedures provided in this specification.

B. Contractor shall provide all labor, materials, tools, and equipment and perform all
operations necessary to furnish, deploy, and install Draintube Drainage Geocomposite
in the areas indicated on the Drawings or as required by ENGINEER or OWNER.

1.2 REFERENCES

C&D LF 5-Year Permit Renewal/LOS

1. D2122 Standard Test Method for Determining Dimensions of Thermoplastic Pipe
and Fittings
2. D2412 Standard Test Method for Determination of External Loading
Characteristics of Plastic Pipe by Parallel-Plate Loading.
3. D4491 Standard Test Method for Water Permeability of Geotextiles by
Permittivity
4. D4533 Standard Test Method for Trapezoid Tearing Strength of Geotextiles
5. D4632 Standard Test Method for Grab Breaking and Elongation of Geotextiles
6. D4716 Test Method for Determining the (In-plane) Flow Rate per Unit Width and Hydraulic Transmissivity of a Geosynthetic Using a Constant Head
7. D4751 Standard Test Methods for Determining Apparent Opening Size of
Geotextile
8. D4873 Standard Guide for Identification, Storage, and Handling of Geosynthetic
Rolls and Samples
9. D5261 Standard Test Method for Measuring the Mass per Unit Area of
Geotextiles
10. D6241 Standard Test Method for Static Puncture Strength of Geotextiles and
Geotextile-Related Products Using a 50-mm Probe

1.3 QUALIFICATIONS

A. Installer shall have demonstrated experience in the installation of Draintube Drainage
Geocomposite, have installation staff trained by the manufacturer, or work under the
guidance of the manufacturer’s representative.
Coble’s Sandrock C&D Landfill 2 of 6 LaBella Associates, PC.
Technical Specification 13303 October 2019 C&D LF 5-Year Permit Renewal/LOS
B. CONTRACTOR shall be trained and experienced in field handling, storing, deploying,
and installing geosynthetic materials. Alternatively, CONTRACTOR shall engage an
experienced Subcontractor who shall meet the experience requirements.

C. CONTRACTOR shall demonstrate at least four years of experience in sewing geotextiles and shall have completed at least four projects that required geotextile sewing.
Alternatively, CONTRACTOR shall engage an experience Subcontractor or
manufacturer’s agent who shall meet the experience requirements.

1.4 QUALITY ASSURANCE

A. A representative of OWNER or ENGINEER shall observe and document the unloading,
storage, deployment, and installation of the Draintube Drainage Geocomposite.

B. If required by a Construction Quality Assurance (CQA) Plan, then OWNER or ENGINEER
shall obtain samples of the Draintube Drainage Geocomposite for conformance testing.
Each sample shall be at least (2 feet) long, taken across full width of the geocomposite
roll for each type of material furnished for Project.

1.5 WARRANTY
A. Installation shall be warranted against defects in workmanship for a period of 1 year
from the date that the installation is deemed complete.

1.6 SUBMITTALS

A. CONTRACTOR shall submit to ENGINEER for approval the manufacturer’s data
indicating that the properties of the proposed Draintube Drainage Geocomposite
conform to the requirements of this Specification.

B. CONTRACTOR shall submit to ENGINEER the manufacturer’s quality control test results
for the Draintube Drainage Geocomposite produced specifically for the project and
certification that the material meets the requirements of this Specification at least 15
days prior to installation of the material.
C. CONTRACTOR shall submit to ENGINEER the following at least 15 days prior to
installation:

1. Drawings showing geocomposite sheet layout, location of seams, direction of
overlap, and sewn seams.
2. Description of proposed method of deployment, sewing equipment, sewing
methods, and provisions for holding geocomposite temporarily in place until
permanently secured.

PART 2 – PRODUCTS

2.1 MATERIAL DESCRIPTION

A. Draintube Drainage Geocomposite shall consist of two or three geotextile layers
comprised of short synthetic staple fibers of 100% polypropylene or polyester needle-
Coble’s Sandrock C&D Landfill 3 of 6 LaBella Associates, PC.
Technical Specification 13303 October 2019 C&D LF 5-Year Permit Renewal/LOS
punched together with perforated corrugated polypropylene pipes regularly spaced
inside.

B. The perforated polypropylene pipes shall function as the primary fluid conveyance. The
pipes shall be corrugated with two perforations per corrugation at 180° and alternating at 90°.

2.2 DRAINTUBE DRAINAGE GEOCOMPOSITE PROPERTIES

A. The components of the Draintube Drainage Geocomposite specified shall meet or
exceed the values provided in the table below.

Table 1 : Manufacturing Quality Control Test Requirements
CHARACTERISTIC STANDARD UNIT MARV
Mini-pipe Properties
Outside diameter ASTM D2122 mm (in) 20 (0.8)
Stiffness at 5% deflection ASTM D2412 kPa (psi) 3000 (435)
Geotextile Properties
Mass Per Unit Area ASTM D5261 oz/yd2 6.0
Grab Tensile Strength ASTM D4632 lbs 157
Trapezoidal Tear Strength ASTM D4533 lbs 56
Puncture CBR ASTM D6241 lbs 382
AOS (1) ASTM D4751 mm (US sieve) 70 (0.212)
Permittivity ASTM D4491 gpm/ft2 125
Geocomposite Properties
Transmissivity (2) ASTM D4716 m2/sec 8.69 x10-4
Notes:
(1) Maximum Average Value.
(2) Value at a gradient of 0.33 when tested with boundary conditions consisting of on-site soil and
Geosynthetic Clay Liner. The seating time, with a uniformly applied load of 200 psf shall be a
minimum of 24 hours.

PART 3 – EXECUTION

3.1 INSPECTION
A. Prior to deploying any Draintube Drainage Geocomposite, CONTRACTOR shall carefully
inspect the surface on which the material will be placed and verify that the material
may be placed without adverse impact.

B. CONTRACTOR shall certify in writing that the surface on which the Draintube Drainage
Geocomposite will be installed is acceptable. The certificate of acceptance shall be
given to ENGINEER prior to commencement of Draintube Drainage Geocomposite
installation in the area under consideration.

C. Special care shall be taken to avoid desiccation cracking or freezing of the soil surface.
The soil surface shall be maintained in the required condition throughout the course of
geocomposite installation.

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Technical Specification 13303 October 2019 C&D LF 5-Year Permit Renewal/LOS
3.2 MATERIAL STORAGE AND HANDLING

A. Rolls of Draintube Drainage Geocomposite shall be shipped to site in a manner that will
not cause damage to the rolls.
B. CONTRACTOR shall be responsible for the handling, storage, and care of the Draintube
Drainage Geocomposites from the time of delivery to the site until final acceptance of
the completed work by ENGINEER and OWNER. CONTRACTOR shall be liable for all
damages to the materials during such time.

C. CONTRACTOR shall comply with ASTM D4873 with respect to storing and handling the
Draintube Drainage Geocomposite.

D. The rolls shall be stored flat on a smooth surface protected against dirt, mud, and
excessive heat.

E. Draintube Drainage Geocomposite shall not be stockpiled or stored within the work
area limits.

3.3 MATERIAL PLACEMENT
A. Draintube Drainage Geocomposite shall not be placed, seamed/joined, or repaired
during periods of precipitation, excessively high winds, or in areas of ponded water or
excessive moisture.

B. Draintube Drainage Geocomposite shall be installed in accordance with
manufacturer’s recommendations, and as shown on the Drawings and specified
herein.

C. Draintube Drainage Geocomposite shall be installed in the direction of the slope such
that the pipe components are oriented with the intended flow direction (typically
perpendicular to the contours) unless otherwise specified by the ENGINEER.

D. The Draintube Drainage Geocomposite shall be kept clean prior to and during
installation.
E. Folds or excessive wrinkling of deployed Draintube Drainage Geocomposite shall be
removed to the extent practicable.

F. CONTRACTOR shall exercise care not to entrap stones, excessive dust, or foreign
objects in the material.

G. Draintube Drainage Geocomposite shall be adequately weighted, using sand bags or
equivalent until the subsequent soil or geosynthetic layer is placed. In the presence of
wind, the sandbags or the equivalent shall be placed along the leading edge and
removed once cover material is placed.

H. If the roll length cannot cover entire slope, the locations of connections of adjacent
panels should be staggered at least 10 feet apart.

Coble’s Sandrock C&D Landfill 5 of 6 LaBella Associates, PC.
Technical Specification 13303 October 2019 C&D LF 5-Year Permit Renewal/LOS
I. Overlaps shall be singled down the slope and/or in the direction that backfilling will
occur.

J. If the project includes an anchor trench to secure the Draintube Drainage
Geocomposite, then the panels shall be secured in the anchor trench as indicated on the Drawings.

3.4 SEAMING AND JOINING

A. Adjacent sheets of Draintube Drainage Geocomposite shall be overlapped as described
below.

1. Connections at along the side of the Draintube Drainage Geocomposite roll shall
be overlapped 10 inches and shall be secured using sewn seams, additional
overlap, or welds (hot air or flame).
2. Connection at the leading or terminating edge of the Draintube Drainage
Geocomposite shall be overlapped such that the upper geotextile layer can be
rolled back 10 inches and the end of the next roll inserted into the opening. Pipes
shall be connected either using a snap coupler fitting supplied by the
geocomposite manufacturer or by overlapping the pipes by 10 inches minimum.
B. Connections to an interceptor drain and/or vacuum pipe shall conform to the Drawings
and be at the direction of ENGINEER.

3.5 MATERIAL PROTECTION

A. Draintube Drainage Geocomposite shall be covered by soil or another geosynthetic so
that the material is not exposed to ultraviolet rays for more than 14 days before being
covered.

B. No construction equipment shall drive directly across the Draintube Drainage
Geocomposite without permission from ENGINEER.

C. The cover soil shall be placed on the Draintube Drainage Geocomposite in a manner
that prevents damage to the Draintube Drainage Geocomposite. Placement of the cover soil shall proceed immediately following the placement and inspection of the
Draintube Drainage Geocomposite.

D. Cover soil shall be free of matter that could damage the Draintube Drainage
Geocomposite.

E. Cover soil shall be placed from the bottom of the slope and shall not be dropped
directly onto the Draintube Drainage Geocomposite from a height greater than 3 feet.
Cover shall be pushed over the Draintube Drainage Geocomposite in an upward
tumbling motion that prevents wrinkles in the Draintube Drainage Geocomposite.

F. The initial loose lift thickness of soil shall be 12 inches or less using adapted
construction methods. Compaction shall consist of a minimum of 2 passes over all
areas. The loose lift thickness of each subsequent list shall be no greater than 12
inches. Normal soil placement shall be allowed on areas after the second loose lift of fill has been placed and compacted.
Coble’s Sandrock C&D Landfill 6 of 6 LaBella Associates, PC.
Technical Specification 13303 October 2019 C&D LF 5-Year Permit Renewal/LOS

G. Anchor trench compacting equipment shall not come into direct contact with the
Draintube Drainage Geocomposite.

3.6 REPAIR
A. Prior to covering the deployed Draintube Drainage Geocomposite, each roll shall be
inspected for damage.

B. Any rips, tears or damaged areas on the geocomposite shall be removed and patched.

1. If a section of pipe is damaged during installation, add a piece of undamaged
pipe of the same diameter next to the damaged pipe, extending a minimum of 8
inches beyond each end of the damaged section of pipe.
2. If the geotextile is ripped or torn, install an undamaged piece of the same
material under the hole that extends a minimum of 6 inches beyond the hole in
all directions to insure that protection of the geomembrane is maintained.
3. If the area to be repaired is more than 50 percent of the width of the panel, then
the damaged area shall be cut out and replaced with undamaged material.
Damaged geotextile shall be replaced by the same type of geotextile.
[END OF SECTION]

Coble Sandrock C&D Landfill 13315-1 Labella Associates, PC
Technical Specification August 2019
C&D LF 5-Year Permit Renewal/LOS Rev. October 2019
SECTION 13315

GEOSYNTHETIC CLAY LINER (GCL)

PART 1 GENERAL

1.01 SCOPE

A. This specification covers the technical requirements for the furnishing and installation of the
geosynthetic clay liner described herein. All materials used shall meet the requirements of
this specification, and all work shall be performed in accordance with the procedures
provided herein and the contract drawings.

1.02 DEFINITIONS

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

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

C. Geotextile: Any permeable textile used with foundation, soil, rock, earth, or any other
geotechnical engineering-related material as an integral part of a human-made project,
structure or system.

D. Minimum Average Roll Value: The minimum average value of a particular physical property of
a material, for 95 percent of all of the material in the lot.

E. Overlap: Where two adjacent GCL panels contact, the distance measuring perpendicular from
the overlying edge of one panel to the underlying edge of the other.

1.03 REFERENCES

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

Coble Sandrock C&D Landfill 13315-2 Labella Associates, PC
Technical Specification August 2019
C&D LF 5-Year Permit Renewal/LOS Rev. October 2019

1.04 SUBMITTALS

A. Furnish with the bid the following information:

1. Conceptual description of the proposed plan for placement of the GCL panels over the
area of installation.

2. GCL manufacturer’s MQC Plan for documenting compliance to Sections 2.1 and 2.2 of
these specifications.

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

1. A representative sample of the GCLs.

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

C. Upon shipment, the CONTRACTOR shall furnish the GCL manufacturer’s Quality
Assurance/Quality Control (QA/QC) certifications to verify that the materials supplied for the
project are in accordance with the requirements of this specification.

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

1.05 QUALIFICATIONS

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

B. The GCL Installer shall either have installed at least 1 million ft2 (100,000 m2) of GCL, or
must provide to the ENGINEER satisfactory evidence, through similar experience in the
installation of other types of geosynthetics, that the GCL will be installed in a competent,
professional manner.

1.06 CONSTRUCTION QUALITY ASSURANCE (CQA)

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

Coble Sandrock C&D Landfill 13315-3 Labella Associates, PC
Technical Specification August 2019
C&D LF 5-Year Permit Renewal/LOS Rev. October 2019
PART 2 PRODUCTS

2.01 GEOSYNTHETIC CLAY LINER

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

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

2.02 MATERIALS

A. Acceptable GCL products are Bentomat DN, BentomatST, and Bentomat 200R as
manufactured by CETCO, 1350 West Shure Drive, Arlington Heights, Illinois 60004 USA
(847-392-5800); Bentofix NW as manufactured by Fluid Systems, Inc., 1245 Corporate Blvd.,
Aurora, Illinois 60504 USA [phone] or an ENGINEER-approved equal.

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

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

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

2.03 PRODUCT QUALITY DOCUMENTATION

The GCL manufacturer shall provide the CONTRACTOR or other designated party with
manufacturing QA/QC certifications for each shipment of GCL. The certifications shall be
signed by a responsible party employed by the GCL manufacturer and shall include:

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

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

Coble Sandrock C&D Landfill 13315-4 Labella Associates, PC
Technical Specification August 2019
C&D LF 5-Year Permit Renewal/LOS Rev. October 2019
2.04 LABELING

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

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

2.05 PACKAGING

A. The GCL shall be wound around a rigid core whose diameter is sufficient to facilitate
handling. The core is not necessarily intended to support the roll for lifting but should be
sufficiently strong to prevent collapse during transit.

B. All rolls shall be labeled and bagged in packaging that is resistant to photodegradation by
ultraviolet (UV) light.

2.06 ACCESSORY BENTONITE

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

2.07 ACCEPTANCE AND CONFORMANCE TESTING

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

B. Procedures in the Event of a Conformance Test Failure

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

Coble Sandrock C&D Landfill 13315-5 Labella Associates, PC
Technical Specification August 2019
C&D LF 5-Year Permit Renewal/LOS Rev. October 2019
closest untested rolls on both sides of the failed sample shall be tested by the CQA
Laboratory. These four samples must conform to the Specifications. If any of these
samples fail, every roll of GCL on site and every subsequently delivered roll that is from
the same supplier must be tested by the CQA Laboratory for conformance to the
Specifications. This additional conformance testing shall be at the expense of the
CONTRACTOR.

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

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

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

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

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

PART 3 EXECUTION

3.01 SHIPPING AND HANDLING

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

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

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

3.02 STORAGE

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

B. Store rolls in a manner that prevents sliding or rolling from the stacks and may be
accomplished by the use of chock blocks or by use of the dunnage shipped between rolls.
Stack rolls at a height no higher than that at which the lifting apparatus can be safely
handled (typically no higher than four).

Coble Sandrock C&D Landfill 13315-6 Labella Associates, PC
Technical Specification August 2019
C&D LF 5-Year Permit Renewal/LOS Rev. October 2019

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

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

3.03 EARTHWORK

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

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

B. Subgrade surfaces consisting of granular soils or gravel may not be acceptable due to their
large void fraction and puncture potential. Subgrade soils shall possess a particle size
distribution (ASTM D422) such that at least 80 percent of the soil is finer than a #60 sieve
(0.2 mm), or as approved in writing by the ENGINEER. Refer to CQA Plan Table 1 for testing
frequency.

C. Immediately prior to GCL deployment, prepare the subgrade to fill in all voids or cracks and
then smooth-roll to provide the best practicable surface for the GCL. At completion of this
activity, no wheel ruts, footprints or other irregularities shall exist in the subgrade. Remove,
crush, or push all protrusions extending more than one-half inch from the surface into the
surface with a smooth-drum compactor. The rolled surface shall be free of aggregate prior to
placement of the overlying GCL.

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

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

F. It shall be the Installer’s responsibility thereafter to indicate to the ENGINEER any change in
the condition of the subgrade that could cause the subgrade to be out of compliance with any
of the requirements listed in this Section.

Coble Sandrock C&D Landfill 13315-7 Labella Associates, PC
Technical Specification August 2019
C&D LF 5-Year Permit Renewal/LOS Rev. October 2019

G. Excavate an anchor trench for the GCL at the top of sloped areas of the job site, in
accordance with the project plans and accepted panel placement plan prepared by the
installation CONTRACTOR. The trench shall be excavated and approved by the CQA Inspector
prior to GCL placement. No loose soil shall be allowed at the bottom of the trench and no
sharp corners or protrusions shall exist anywhere within the trench.

3.04 GCL PLACEMENT

A. Place reinforced GCL on all sloped areas in accordance with project specifications.

B. Deliver GCL rolls to the working are of the site in their original packaging. Immediately prior to
deployment, carefully remove the packaging without damaging the GCL. Orient the GCL (i.e.,
which side faces up) shall be in accordance with the ENGINEER's or Manufacturer's
recommendations. Unless otherwise specified, install the GCL such that the manufacturers
name printed on one side of the GCL faces up.

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

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

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

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

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

3.05 ANCHORAGE

A. Place the end of the GCL roll in an anchor trench at the top of the slope. Round the front edge
of the trench, so as to eliminate any sharp corners. Remove loose soil from the floor of the
trench. The GCL shall cover the entire trench floor but not the rear trench wall.

3.06 SEAMING

Coble Sandrock C&D Landfill 13315-8 Labella Associates, PC
Technical Specification August 2019
C&D LF 5-Year Permit Renewal/LOS Rev. October 2019
A. Construct the GCL seams by overlapping their adjacent edges. Do not contaminate the
overlap zone with loose soil or other debris. Supplemental bentonite is required for all GCL
unless specified otherwise by the manufacturer.

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

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

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

3.07 DETAIL WORK

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

3.08 DAMAGE REPAIR

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

3.09 COVER PLACEMENT

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

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

Coble Sandrock C&D Landfill 13315-9 Labella Associates, PC
Technical Specification August 2019
C&D LF 5-Year Permit Renewal/LOS Rev. October 2019
C. Place soil cover in a manner that prevents the soil from entering the GCL overlap zones. Push
the cover soil up slopes, not down slopes, to minimize tensile forces on the GCL.

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

END OF SECTION 13315
CERTIFIED PROPERTIES

© 2014 CETCO. IMPORTANT: The information contained herein supersedes all previous printed versions, and is believed to be
accurate and reliable. For the most up-to-date information, please visit www.CETCO.com. CETCO accepts no responsibility for
the results obtained through application of this product. CETCO reserves the right to update information without notice.
North America: 847.851.1800 | 800.527.9948 | www.CETCO.com

TR 401-BMR 7/08
TDS_BENTOMAT200R_AM_EN_201402_v1
BENTOMAT® 200R
GEOSYNTHETIC CLAY LINER

BENTOMAT 200R CERTIFIED PROPERTIES
MATERIAL PROPERTY TEST METHOD TEST FREQUENCY ft2(m2) REQUIRED VALUES
Bentonite Swell Index1 ASTM D 5890 1 per 50 tonnes 24 mL/2g min.
Bentonite Fluid Loss1 ASTM D 5891 1 per 50 tonnes 18 mL max.
Bentonite Mass/Area2 ASTM D 5993 40,000 ft2 (4,000 m2) 0.75 lb/ft2 (3.6 kg/m2) min.
GCL Tensile Strength3 ASTM D 6768 200,000 ft2 (20,000 m2) 30 lb/in (53 N/cm) MARV
GCL Peel Strength3 ASTM D 6496 40,000 ft2 (4,000 m2) 1 lb/in (1.75 N/cm) min.
GCL Index Flux4 ASTM D 5887 Weekly 1 x 10-8 m3/m2/sec max.
GCL Hydraulic Conductivity4 ASTM D 5887 Weekly 5 x 10-9 cm/sec max.
GCL Hydrated Internal
Shear Strength5
ASTM D 5321
ASTM D 6243 Periodic 150 psf (7.2 kPa) typical

Bentomat 200R is a needle-punched GCL consisting of a layer of sodium bentonite between woven and
nonwoven geotextiles, which are needlepunched together.
Notes 1 Bentonite property tests performed at a bentonite processing facility before shipment to CETCO’s GCL production facilities.
2 Bentonite mass/area reported at 0 percent moisture content.
3 All tensile strength testing is performed in the machine direction using ASTM D 6768. All peel strength testing is performed using ASTM D
6496. Upon request, tensile and peel results can be reported per modified ASTM D 4632 using 4 inch grips.
4 Index flux and permeability testing with deaired distilled/deionized water at 80 psi (551kPa) cell pressure, 77 psi (531 kPa) headwater pressure
and 75 psi (517 kPa) tailwater pressure. Reported value is equivalent to 925 gal/acre/day. Actual flux values vary with field condition
pressures. The last 20 weekly values prior the end of the production date of the supplied GCL may be provided.
5 Peak value measured at 200 psf (10 kPa) normal stress for a specimen hydrated for 48 hours. Site-specific materials, GCL products, and test
conditions must be used to verify internal and interface strength of the proposed design.

3
BENTOMAT® ST certified properties
Material Property ASTM Test Method Test Frequency Required Values
Bentonite Swell Index¹D 5890 1 per 50 tonnes 24mL/2g min.
Bentonite Fluid Loss¹D 5891 1 per 50 tonnes 18mL max.
Bentonite Mass/Area²D 5993 4,000m²3.6kg/m² min.
GCL Tensile Strength³D 6768 20,000m²53N/cm MARV
GCL Peel Strength³D 6496 4,000m²400N/m min.
GCL Index Flux4 D 5887 Weekly 1 x 10-8 m³/m²/sec max.
GCL Hydraulic Conductivity4 D 5887 Weekly 5 x 10-9 cm/sec max.
GCL Hydrated Internal Shear Strength5 D 5321
D 6243 Periodic 24kPa typ @ 976kg/m²
Bentomat ST is a reinforced GCL consisting of a layer of granular sodium bentonite between
woven and nonwoven geotextiles, which are needlepunched together.
TECHNICAL DATA
Notes
1. Bentonite property tests performed at a bentonite processing facility before shipment to CETCO GCL production facilities.
2. Bentonite mass/area reported at 0 percent moisture content.
3. All tensile strength testing is performed in the machine direction using ASTM D 6768. All peel strength testing is performed using
ASTM D 6496. Upon request, tensile and peel results can be reported per modified ASTM D 4632 using 4 inch grips.
4. Index flux and permeability testing with deaired distilled/deionized water at 552kPa cell pressure, 531kPa headwater pressure
and 517kPa tailwater pressure. Reported value is equivalent to 1 x 10-8 m3/m2/sec. This flux value is equivalent to a permeability of
5 x 10-9 cm/sec for typical GCL thickness. Actual flux values vary with field condition pressures. The last 20 weekly values prior to the end
of the production date of the supplied GCL may be provided.
5. Peak values measured at 10kPa normal stress for a specimen hydrated for 48 hours. Site-specific materials, GCL products and test
conditions must be used to verify internal and interface strength of the proposed design.
CETCO has developed an edge enhancement system that eliminates the need to use additional granular sodium bentonite within the overlap area of the seam.
This edge enhancement is known as SuperGroove™, and it comes standard on both longitudinal edges of Bentomat®DN. It should be noted that SuperGroove™
does not appear on the end-of-roll overlaps and recommend the continued use of supplemental bentonite for all end-of-roll seams.
BENTOMAT® ST is the most commonly specified GCL in the world, proving ideal
for standard applications involving slopes up to 3H:1V. Bentomat ST consists
of a layer of sodium bentonite encapsulated between woven and non-woven
geotextiles, which are needle-punched together to provide internal reinforcement.
The internal reinforcement minimises clay shifting, thus allowing the GCL to
maintain consistent low permeability and maximum performance under a wide
variety of field conditions.
Woven Geotextile
Sodium Bentonite
Nonwoven Geotextile
BENTOMAT®
BENTOMAT® ST
CERTIFIED PROPERTIES

© 2014 CETCO. IMPORTANT: The information contained herein supersedes all previous printed versions, and is believed to be
accurate and reliable. For the most up-to-date information, please visit www.CETCO.com. CETCO accepts no responsibility for
the results obtained through application of this product. CETCO reserves the right to update information without notice.
North America: 847.851.1800 | 800.527.9948 | www.CETCO.com

TR 401-BMDN 05/07
TDS_BENTOMATDN_AM_EN_201402_v1
BENTOMAT® DN
GEOSYNTHETIC CLAY LINER

BENTOMAT DN CERTIFIED PROPERTIES
MATERIAL PROPERTY TEST METHOD TEST FREQUENCY ft2(m2) REQUIRED VALUES
Bentonite Swell Index1 ASTM D 5890 1 per 50 tonnes 24 mL/2g min.
Bentonite Fluid Loss1 ASTM D 5891 1 per 50 tonnes 18 mL max.
Bentonite Mass/Area2 ASTM D 5993 40,000 ft2 (4,000 m2) 0.75 lb/ft2 (3.6 kg/m2) min
GCL Grab Strength3 ASTM D 6768 200,000 ft2 (20,000 m2) 50 lbs/in (88 N/cm) MARV
GCL Peel Strength3 ASTM D 6496 40,000 ft2 (4,000 m2) 3.5 lbs/in (6.1 N/cm) min
GCL Index Flux4 ASTM D 5887 Weekly 1 x 10-8 m3/m2/sec max
GCL Hydraulic Conductivity4 ASTM D 5887 Weekly 5 x 10-9 cm/sec max
GCL Hydrated Internal
Shear Strength5
ASTM D 5321
ASTM D 6243 Periodic 500 psf (24 kPa) typ @
200 psf

Bentomat DN is a reinforced GCL consisting of a layer of sodium bentonite between two nonwoven geotextiles,
which are needlepunched together.
Notes
1 Bentonite property tests performed at a bentonite processing facility before shipment to CETCO’s GCL production facilities. 2 Bentonite mass/area reported at 0 percent moisture content. 3 All tensile strength testing is performed in the machine direction using ASTM D 6768. All peel strength testing is performed using ASTM D 6496.
Upon request, tensile and peel results can be reported per modified ASTM D 4632 using 4 inch grips. 4 Index flux and permeability testing with deaired distilled/deionized water at 80 psi (551kPa) cell pressure, 77 psi (531 kPa) headwater pressure and
75 psi (517 kPa) tailwater pressure. Reported value is equivalent to 925 gal/acre/day. This flux value is equivalent to a permeability of 5x10-9
cm/sec for typical GCL thickness. Actual flux values vary with field condition pressures. The last 20 weekly values prior the end of the production
date of the supplied GCL may be provided. 5 Peak values measured at 200 psf (10 kPa) normal stress for a specimen hydrated for 48 hours. Site-specific materials, GCL products, and test
conditions must be used to verify internal and interface strength of the proposed design.

CETCO has developed an edge enhancement system that eliminates the need to use additional granular sodium bentonite
within the overlap area of the seams. We call this edge enhancement, SuperGroove™, and it comes standard on both
longitudinal edges of Bentomat® DN. It should be noted that SuperGroove™ does not appear on the end-of-roll overlaps and
recommend the continued use of supplemental bentonite for all end-of-roll seams.
Coble Sandrock C&D Landfill IFAT LaBella Associates, PC
Technical Specification 13400-1 August 2019
C&DLF 5-Year Permit Renewal/LOS Rev. October 2019

SECTION 13400

INTERFACE FRICTION AND SOIL STRENGTH TESTING

PART 1 GENERAL

1.01 REQUIREMENTS INCLUDE

A. Provide personnel, equipment and materials to test materials proposed for use in
constructing the facility to ensure the proposed materials are in accordance with
applicable design parameters. The cost of all tests required under this Section
shall be the responsibility of the CONTRACTOR.

1.02 REFERENCES

A. American Society for Testing and Materials (ASTM )

1. D5321-92 (1998) Standard Test Method for Determining the Coefficient of Soil and
Geosynthetic or Geosynthetic and Geosynthetic Friction By the Direct Shear Method.
2. D6243 Standard Test Method for Determining the Internal and Interface Shear Strength of
Geosynthetic Clay Liner by the Direct Shear Method.
3. D3080-98 Standard Test Method Direct Shear Test of Soils Under Consolidated
Drained Conditions.

1.03 TESTING LABORARTORY

A. The testing laboratory shall be accredited to conduct ASTM D5321 in accordance
with the Geosynthetic Accreditation Institute Laboratory Accreditation Program
(GAI – LAP) at the time of testing. Verification of the accreditation shall be
provided to the ENGINEER prior to testing.

PART 2 PRODUCTS

2.01 TEST SAMPLES

A. Soil Materials - Soils used for interface friction and/or soil strength testing shall
be representative of those that will be used for construction. If a variation is
anticipated in soil characteristics that cannot be appropriately modeled as a
composite sample, individual samples of each specific soil material shall be
obtained. Obtain a minimum of 75 lbs of each soil for each test.

Coble Sandrock C&D Landfill IFAT LaBella Associates, PC
Technical Specification 13400-2 August 2019
C&DLF 5-Year Permit Renewal/LOS Rev. October 2019

B. Geosynthetic Materials - Geosynthetics used for interface friction testing shall be
representative of those that will be used for construction. Samples shall be
obtained from same manufacturer and preferably of the same rolls anticipated
for use in the construction. Obtain a minimum of four samples of each
geosynthetic for each test. Take the longest dimension of the samples in the
machine direction of the geosynthetic roll.

PART 3 EXECUTION

3.01 SAMPLE PREPARATION

A. Samples to be used for interface friction and soil strength testing shall be
collected, transported, stored, and prepared in accordance with all applicable
ASTM standards.

B. Prior to shear testing, all soil samples shall undergo index testing in accordance
with the following:

TEST NAME TEST METHOD
Moisture/density relationship ASTM D698
Atterberg Limits ASTM D4318
Gradation ASTM D422 and D1140
USCS Classification ASTM D2487

C. Prepare samples to appropriately model anticipated field conditions of moisture
content and density at which the samples are to be tested.

3.02 LOADING

A. Testing for each interface shall include a minimum of three (3) points
corresponding to three (3) compressive loadings. The loadings shall be as
specified for each in paragraph 3.03.A below.

3.03 REQUIRED TESTING

A. The following tests are required for this project. Additional testing may be
required by the ENGINEER based on material variability and unanticipated
conditions.

1. FINAL COVER SYSTEM (ASTM D5321 and/or ASTM D6243)

A. Intermediate Cover Soil vs. Geosynthetic clay liner (GCL). Normal loads:
150 psf, 500 psf, and 1000 psf. And a shear rate of 0.04 in/min.
Coble Sandrock C&D Landfill IFAT LaBella Associates, PC
Technical Specification 13400-3 August 2019
C&DLF 5-Year Permit Renewal/LOS Rev. October 2019

B. GCL vs. Geocomposite nonwoven geotextile layer under wet conditions.
Normal loads: 150 psf, 500 psf, and 1000 psf. And a shear rate of 0.04
in/min.
C. Cover soil vs. Geocomposite nonwoven geotextile with high end of
moisture range and proper compaction. Normal loads: 150 psf, 500 psf,
and 1000 psf. And a shear rate of 0.04 in/min.

2. Direct Shear Test of Soils Under Consolidated Drained Conditions (ASTM
D3080). Intermediate and cover soils (One test if same material for both
layers). Normal loads: 150 psf, 500 psf, and 1000 psf. Shear rate of 0.04
in/min.

Note: Interface friction testing between soil and geocomposite will be
required for each soil type used in the closure construction.

3.04 MATERIAL REQUIREMENTS

A. The peak interface friction angle shall be greater than 26.6 for the cover
materials to be considered as having acceptable friction characteristics unless
otherwise allowed by the ENGINEER.

3.05 TEST RESULTS

A. All test results shall be submitted to the ENGINEER prior to the delivery of the
materials to the project.

B. Test reports shall conform to all reporting requirements of ASTM D5321,
including, but not limited to: data and results for peak and large-displacement
friction angles, a plot of the failure envelopes showing friction angles and
adhesion values, and notification of any departure from the test procedures of
ASTM D5321.

C. The ENGINEER shall review the test data for conformance with the specifications.

D. The ENGINEER will either accept the test results or require additional testing. The
ENGINEER may request up to 5 points per test to define a material property.

Coble Sandrock C&D Landfill IFAT LaBella Associates, PC
Technical Specification 13400-4 August 2019
C&DLF 5-Year Permit Renewal/LOS Rev. October 2019

E. Acceptance by the ENGINEER shall not relieve the CONTRACTOR from the
responsibility of providing material and constructing it in such a way that the
required frictional characteristics are obtained.

END OF SECTION 13400

Coble’s Sandrock C&D Landfill 13910-1 LaBella Associates, PC.
Technical Specification Landfill Gas Vent September 2019
C&D LF 5-Year Permit Renewal/LOS Rev. October 2019

SECTION 13910

PASSIVE LANDFILL GAS VENT

PART 1 GENERAL

1.01 SCOPE OF APPLICATION

A. Supply all equipment, materials and labor needed to install the passive landfill gas (LFG)
vents as specified herein and as indicated on the Drawings.

1.02 REFERENCES

A. American Society for Testing and Materials (ASTM):

1. ASTM C136 - Standard Method for Sieve Analysis of Fine and Coarse Aggregates.

2. ASTM C702 - Standard Practice for Reducing Field Samples of Aggregate to Testing
Size.

3. ASTM D1557 - Standard Test Methods for Laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3)).

4. ASTM D2487 - Standard Test Method for Classification of Soils for Engineering
Purposes.

5. ASTM D2488 - Standard Practice for Description of Soils (Visual-Manual Procedure).

6. ASTM 4318 - Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index
of Soils.

7. ASTM D6938 - Standard Test Methods for In-Place Density and Water Content of Soil
and Soil-Aggregate by Nuclear Methods (Shallow Depth).

1.03 SUBMITTALS

A. Submit to the ENGINEER Certificates of Compliance on materials furnished, and
manufacturer’s brochures containing complete information and instructions pertaining to the
storage, handling, installation, and inspection of pipe and appurtenances furnished.

B. The CONTRACTOR shall submit to the ENGINEER samples of all well backfill materials
furnished.

C. The CONTRACTOR shall keep detailed well logs and construction diagrams for all wells
drilled, including the total depth of the well, the static water level, depth, thickness, and
description of soil or waste strata, (including dates from any readable material), and the
occurrence of any water bearing zones. Well logs shall be submitted to the ENGINEER.

Coble’s Sandrock C&D Landfill 13910-2 LaBella Associates, PC.
Technical Specification Landfill Gas Vent September 2019
C&D LF 5-Year Permit Renewal/LOS Rev. October 2019

1.04 SITE CONDITIONS

A. Obstructions and saturated conditions are sometimes encountered when boring in a landfill,
many of which can be bored through. The CONTRACTOR is expected to make reasonable
effort to bore through obstructions and saturated conditions and will be paid for offset re-boring and abandonment only if prior approval is granted in writing by OWNER.
CONTRACTOR will be paid for abandonment of a hole and for well installation at new location.

PART 2 PRODUCTS

2.01 AGGREGATE

A. Gravel pack shall be NCDOT No. 57 stone.

2.02 BENTONITE

A. Bentonite shall be pelletized sodium bentonite.

2.03 SOLID WALL PIPE

A. All pipe and fittings shall be rigid HDPE (DR 11) or PVC (Schedule 80) pipe.

2.04 PERFORATED/SLOTTED PIPE

A. Perforations in vent piping shall be 1/2-inch spaced 90 degrees around the circumference of
the pipe, and 6-inches on center along the pipe.

PART 3 EXECUTION

3.01 BORING

A. LFG vents must be installed prior deployment of any geosynthetics or construction of a low-
permeable soil layer. LFG vent borings are to be 30-inch diameter, advance to a minimum of
80 percent of the total waste depth. All borings shall be made with bucket type augers.

B. The boring depths may be adjusted in the field by the ENGINEER. Two reasons limiting depth might be as follows:

1. If water is encountered in a boring, the CONTRACTOR may be directed to bore beyond
the point at which it was encountered. If wet conditions remain, the boring may be
terminated and the length of perforated pipe adjusted by the ENGINEER, or the well
may be relocated. If wet conditions cease (e.g. due to trapped water layer), then
boring will continue to the design depth.

2. Base grades are estimated.

C. As soon as boring is completed, a safety screen shall be placed over the top of the bore. This
screen shall stay in place until backfilling is within 4 feet of the surface. Safety screen size
should be large enough to accommodate all backfill materials and any tools used during

Coble’s Sandrock C&D Landfill 13910-3 LaBella Associates, PC.
Technical Specification Landfill Gas Vent September 2019
C&D LF 5-Year Permit Renewal/LOS Rev. October 2019

backfill yet not large enough for any wildlife or human to accidentally fall through.

D. The bore for the well shall be straight and the well pipe shall be installed in the center of the
borehole. The CONTRACTOR will release all tension off the pipe by mechanical means and
center the pipe in the middle of the borehole before starting to backfill.
E. PVC vent pipe shall be solvent cemented and lag bolted.

3.02 BACKFILLING

A. Backfilling of the well shall commence immediately after well boring is completed and the
well piping has been installed in the borehole. Backfill materials shall be installed as
indicated on the Drawings and as approved by the ENGINEER.

B. Gravel pack shall be poured or scooped through the screen at a rate that will not endanger
the integrity of the well casing.

C. The bentonite seal shall be hydrated with 5 gallons of potable water.

D. Soil backfill shall be rodded in the boring to provide even distribution and compaction.
3.05 DISPOSAL

A. Proper disposal of refuse from well boring operations shall be the CONTRACTOR’S
responsibility.

END OF SECTION 13910