4116_WIHighPointCDLF_ PermitModfication_PTC_phase3_FID1320270_20190506

May 3, 2019

Mr. Ming-Tai Chao, P.E
Environmental Engineer
NCDEQ – Division of Waste Management
217 West Jones Street
Raleigh, NC 27603

RE: WI High Point C&D Landfill
Permit Modification – Phase 3 North Construction
Solid Waste Permit No. 41-16

Dear Ming:

On behalf of WI High Point Landfill, LLC, Smith Gardner, Inc. (S+G) is pleased to provide a
response to your comments received through email correspondence dated May 2, 2019
(attached) and, which are repeated below in italics followed by S+G’s response in bold.

Response to Comments

1. (Attachment D - Section 2.3.3) The thickness of the proposed vegetative soil layer, a
component of the alternative final cover of the C&DLF) is 24 inches as shown in Table
2.2. Please correct the typo.

Attachment D – Section 2.3.3 has been revised to correct the vegetative soil layer
thickness from “1.5’” to “2.0-foot-thick”.

2. (Attachment G & H)

a. GCL is a component of the proposed underdrain as shown the Sheet
No. 5/Drawing No. EC1. The Technical Specification and CQA Manual
should include GCL.

Specification Section 02776 Geosynthetic Clay Liner has been added to
Attachment G.

Section 8.0 (Underdrain System CQA) has been revised to include
material approval requirements for geosynthetic clay liner. No third
party CQA testing will be required as this application has been
selected based on engineering judgement to provide enhanced
protection of the underdrain system and is neither a regulatory
requirement nor intended to provide complete containment.

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Mr. Ming-Tai Chao
May 3, 2019
Page 2 of 4
b. The layer of GCL will be sandwiched by prepared subgrade and
general fill, both earthen materials are governed by Technical
Specification – Section 02223, Embankment. The earthen material
that intimate contact the GCL layer (at least 6-inch) should be specified
for the maximum grain size (3/4 or ½ inches per geosynthetic
manufacturer’s specification). Please add the requirement to the
Section 02223.

Paragraph D. 3.a. of Specification Section 02776 states that “the
surface of the subgrade shall be smooth, uniform, free from sudden
changes in grade (such as vehicular ruts), rocks or stones greater
than ½ inch in size, standing water, debris, and deleterious materials.
Paragraph D.4 of Specification Section 02776 further states that
“Placement of materials over GCL shall be performed in a manner as
to ensure that GCL is not damaged”.

The Specification Section requirements allow for visual monitoring of
the fill placement prior to and following GCL placement, which we
believe is adequate for this application. Please note that the GCL for
this application has been selected based on engineering judgement to
provide enhanced protection of the underdrain system and is neither a
regulatory requirement nor intended to provide complete
containment.

c. The compaction effort (Section 02223/Table 1) for the layer of fill
material, placed above the geotextile and NCDOT #57 stone, should
prevent the geotextile from being punctured by the underlain stone.

Placement of the NCDOT No. 57 Stone within the underdrain and
placement of fill above the underdrain will be visually monitored to
ensure that materials are placed in a manner to ensure that the
Geotextiles or underlying materials are not damaged.

d. (Geotextile, Section 02240) To avoid the geotextile being damaged by
#57 stone, the mass per unit weight for the GT-S, a component of the
proposed underdrain, must be specified according to the final waste
loading (permanent) of the landfill and construction equipment
(temporary).

Attachment D. has been updated to include calculations showing the
maximum geotextile apparent opening size (AOS) to provide proper
retention to protect drainage media from piping and clogging from
adjacent soil and provide the required permittivity for proper drainage
from the adjacent soils. Based on the calculations, geotextile AOS is a
No. 70 Sieve.

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Mr. Ming-Tai Chao
May 3, 2019
Page 3 of 4
The intent of the geotextile is to filter fines and is not to serve as a
cushion to prevent puncture. Placement of the NCDOT No. 57 Stone
within the underdrain and placement of fill above the underdrain will
be visually monitored to ensure that materials are placed in a manner
to ensure that the Geotextiles or underlying materials are not
damaged.

e. (Underdrain, Section 02710) The as-built survey of the constructed
underdrain should also include the extent of the underdrain (in
addition to the thickness) – plan drawing and the final gradient of the
underdrain - profile.
Specification Section 02710 has been revised as follows: After
completion of the underdrain Drainage Aggregate, the extent of the
Drainage Aggregate shall be surveyed on 50 foot centers and at slope
breaks (including all tops and toes of slope, points of grade change,
etc.) to ensure:

a. The minimum thickness has been achieved;
b. The minimum width has been achieve; and
c. The top of the Drainage Aggregate slopes at grades specified
on the Contract Drawings.

3. (Attachment N) Costs for Closure and Post-Closure are based in 2017-dollar values
(on pp 310 & 311). Below is the summary for the costs in 2019-dollar values which
are adjusted for inflation factors.

Cost Item 2017-dollar value 2019-dollar value a
Closure (14.2 acres) $765,216 $796,128
Post-Closure (24.9 acres) $1,074,120 $1,117,510
T&P $33,495 $34,848
PACA b $1,000,000 1,095,553
Total $3,044,039

Notes:

a. Inflation factors can be found in the following web link:
https://deq.nc.gov/about/divisions/waste-management/solid-waste-
section/financial-assurance-for-solid-waste-management-facilities

b. PACA of 1 million dollars for a C&DLF was required by the Session
Law 2013 (SB 734) effective in 2014. The inflation factors from 2014
thru 2019 shall applicable for the annual FA adjustment.

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Mr. Ming-Tai Chao
May 3, 2019
Page 4 of 4
S+G has revised the closure and post-closure cost estimates based on recent work at
the facility, which we believe reflects current (2019) costs. The PACA for a C&D
landfill, as specified in § 130A-295.2.(h1), is $1,000,000 and no inflation factor has
been applied.

Following construction of Phase 3A-1 the closure and post-closure cost estimates
will be revised based on recent construction costs and additional landfill area.

S+G trusts that the above responses and accompanying attachments adequately address
your comments. Should you have any additional questions, comments, or require further
clarification, please do not hesitate to contact me at your earliest convenience.

Sincerely,
SMITH GARDNER, INC.

W. Michael Brinchek, P.E. John R. Fearrington, P.E.
Senior Project Manager (ext. 128) Project Engineer (ext. 125)
[e-mail] [e-mail]

Attachments: Facility & Engineering Plan
Technical Specifications
CQA Manual
Financial Assurance Estimates

cc: David Pepper, Waste Industries | GFL Environmental, Inc. (cover only)
Bryan Wuester, Waste Industries | GFL Environmental, Inc. (cover only)
Seth Heath, WI High Point C&D Landfill, LLC
File

H:\Projects\WI High Point Landfill (C&D)\WIHIGHPOINT 19-1 (Phase 3A Construction)\Pemitting\2019-05-02
Response to Comments\WI High Point Permit Modfication RTC (05-2019).docx
DocuSign Envelope ID: 40E87038-5291-4F63-9E48-8FE1F509D745
5/3/2019
From:Homewood, Sue
To:Mike Brinchek
Cc:[e-mail]; Stacey Smith; Chao, Ming-tai; David Pepper; Bryan Wuester; Seth Heath
Subject:RE: [External] WI High Point C&D Landfill
Date:Friday, May 03, 2019 3:50:05 PM
Mike,

I apologize for the delay due to my vacation.  The plans you submitted satisfy Condition 5 of the 401
Individual Water Quality Certification. 

Thanks,
Sue Homewood
Division of Water Resources, Winston Salem Regional Office
Department of Environmental Quality
336 776 9693    office
336 813 1863    mobile
[e-mail]
450 W. Hanes Mill Rd, Suite 300
Winston Salem NC 27105
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

From: Mike Brinchek <[e-mail]> 
Sent: Monday, April 22, 2019 11:10 AM
To: Homewood, Sue <[e-mail]>
Cc: [e-mail]; Stacey Smith <[e-mail]>; Chao, Ming-tai
<[e-mail]>; David Pepper <[e-mail]>; Bryan Wuester
<[e-mail]>; Seth Heath <[e-mail]>
Subject: [External] WI High Point C&D Landfill

CAUTION: External email. Do not click links or open attachments unless you verify. Send all suspicious email as an
attachment to [e-mail]

Sue,

As you discussed with Phil May earlier, attached are the Construction Drawings for Phase 3A of the
WI High Point C&D Landfill. S+G is submitting the attached drawings to satisfy Condition 5 of the
August 5, 2016 Approval of Individual 401 Water Quality Certification with Additional Conditions
(also attached). We request that you review the attached construction drawings and provide a
response to us noting that the conditions of the August 5, 2016 correspondence have been met and
that no further action is required, prior to us beginning construction, which is scheduled for May 6,
2019. 
Should you have any questions or need any additional information, please contact me at your
earliest convenience.
Regards,
Mike  

W. Michael Brinchek, PE
Senior Project Manager
SMITH + GARDNER
14 N. Boylan Avenue
Raleigh, NC 27603
P [phone], Ext. 128
F [phone]
C [phone]

Attachment D
Facility and Engineering Plan

Permit Modification
WI High Point, LLC – WI High Point C&D Landfill – Phase 3
Jamestown, North Carolina
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Facility and Engineering Plan

WI High Point C&D Landfill
Jamestown, North Carolina

Prepared for:

WI High Point Landfill, LLC
Jamestown, North Carolina

May 2016
Rev. April 2019

Prepared by:

© 2019 Smith Gardner, Inc.
This document is intended for the sole use of the client for which it was prepared and
for the purpose agreed upon by the client and Smith Gardner, Inc.

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Facility and Engineering Plan

WI High Point C&D Landfill
Jamestown, North Carolina

Prepared For:
WI High Point Landfill, LLC
Jamestown, North Carolina

S+G Project No. WIHIGHPOINT-19-1

May 2016 (Revised April 2019)

John R. Fearrington, P.E.
Project Engineer

W. Michael Brinchek, P.E.
Senior Project Manager
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WI High Point C&D Landfill Facility and Engineering Plan
May 2016 (Rev. April 2019) Table of Contents Page i
WI High Point C&D Landfill
Jamestown, North Carolina

Facility and Engineering Plan

Table of Contents
Page

1.0 SITE DESCRIPTION ............................................................................................................. 1
2.0 FACILITY REPORT ............................................................................................................... 1
2.1 Facility Services and Waste Stream ......................................................................... 1
2.1.1 Facility Services ............................................................................................ 1
2.1.2 Types of Waste .............................................................................................. 1
2.1.3 Disposal Rates and Estimated Variances ..................................................... 1
2.1.4 Service Area .................................................................................................. 2
2.1.5 Procedures for Waste Segregation .............................................................. 2
2.1.6 Equipment Requirements ............................................................................. 2
2.2 Landfill Capacity ........................................................................................................ 2
2.2.1 Total Operating Capacity and Life Expectancy ............................................. 2
2.2.2 Airspace Utilization Factor ........................................................................... 3
2.3 Available Soil Resources and Required Soil Quantities ........................................... 3
2.3.1 Earthwork Quantities .................................................................................... 3
2.3.2 Daily and Intermediate Cover ....................................................................... 3
2.3.3 Vegetative Soil Layer ..................................................................................... 3
2.3.4 Soil Summary ................................................................................................ 3
2.4 Facility Design Criteria .............................................................................................. 4
2.4.1 Horizontal Separation Requirements ........................................................... 4
2.4.2 Vertical Separation Requirements ............................................................... 4
2.5 Containment and Environmental Control Systems .................................................. 4
2.5.1 Landfill Subgrade and Perimeter Berms ..................................................... 4
2.5.2 Final Cover System ....................................................................................... 5
2.5.3 Erosion and Sedimentation Control ............................................................. 5
2.5.4 Access and Roadways ................................................................................... 6
2.6 Slope Stability, Settlement, and Bearing Capacity ................................................... 6
2.7 Special Engineering Features ................................................................................... 6
2.7.1 Buffer Variance ............................................................................................. 6
2.7.2 Wetlands Mitigation ...................................................................................... 7
2.7.3 Underdrain .................................................................................................... 7
3.0 FINAL COVER SYSTEM DESIGN .......................................................................................... 9
3.1 Alternative Final Cover System Design .................................................................... 9
3.1.1 Final Cover Infiltration Analysis ................................................................... 9
3.1.1 Slope Stability .............................................................................................. 10
3.1.2 Drainage Layer Analysis ............................................................................. 10
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May 2016 (Rev. April 2019) Table of Contents Page ii
3.1.3 Filter Geotextile Analysis ............................................................................ 11

TABLES
Table 2.1 Total Operating Capacity and Life Expectancy – CDLF Units ...................... 8
Table 2.2 Soil Summary ................................................................................................ 9

APPENDIX
Appendix A Landfill Design Calculations

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WI High Point C&D Landfill Facility and Engineering Plan
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1.0 SITE DESCRIPTION
The Phase 3 unit is a lateral expansion to the east and has a waste footprint of approximately
6.5 acres. The unit lies within the City of High Point Randleman Lake Water Supply Watershed. A
variance was received from the City and approved by the North Carolina Environmental
Management Commission (EMC) allowing landfill activities to take place within the riparian
buffers (Attachment A). Additionally, there are wetland areas in the southern portion of the
proposed footprint with mitigation plans approved by the Army Corps of Engineers (Attachment
A).

2.0 FACILITY REPORT
This section presents an updated plan for the development of the Phase 3 C&D landfill unit of
the WI High Point C&D Landfill facility. This report has been prepared in accordance with the
requirements of Rule .0531 and .0547 of the North Carolina Solid Waste Management Rules.

2.1 Facility Services and Waste Stream
2.1.1 Facility Services
Currently, the following activities or services are provided at the WI High Point
C&D Landfill facility as shown on Drawing S1 (Attachment O):

• Scales and scale house facilities
• Administrative offices and maintenance building
• C&D landfill
• Waste Reclamation Pad

2.1.2 Types of Waste
The High Point C&D Landfill facility accepts construction and demolition debris
(C&D) waste, land clearing and inert debris waste, and other wastes (i.e. asphalt
and asbestos). Trained personnel screen waste received at the scale house
entrance and direct loads to the working face or reclamation pad.

2.1.3 Disposal Rates and Estimated Variances
Based on the disposal records provided by WI High Point C&D Landfill, the
landfill accepted on average 33,410 ton of C&D waste per year from January 14,
2014 to January 10, 2019 (average 2,780 tons per month or 117 tons per day
based on 285 operating days per year). This average tonnage rate was used in
calculating phase life expectancy (Appendix A). As documented during the
previous permit approval process, the maximum disposal rate for the landfill is
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WI High Point C&D Landfill Facility and Engineering Plan
May 2016 (Rev. April 2019) Page 2
98,600 tons per year (average of 7,480 tons/month or 315 tons/day based on 285
operating days per year).

2.1.4 Service Area
The landfill facility currently serves the Counties of Guilford, Surry, Stokes,
Rockingham, Caswell, Yadkin, Forsyth, Alamance, Orange, Davie, Rowan,
Davidson, Cabarrus, and Randolph.

2.1.5 Procedures for Waste Segregation
Procedures for waste segregation at the proposed landfill will be similar to
existing operations in Phases 1 and 2 including requirements for waste
screening and contingency plans for managing any identified hazardous and
liquid wastes. Refer to the Operations Manual (Attachment I) for more
information.

2.1.6 Equipment Requirements
WIHP will maintain on-site equipment required to perform the necessary landfill
activities. Periodic maintenance of all landfilling equipment, and minor and
major repair work will be performed at designated maintenance zones.

2.2 Landfill Capacity
2.2.1 Total Operating Capacity and Life Expectancy
Drawing S2 (Site Development Plan - Base Grades) and Drawing S2A (Site
Development Plan – Phase 3 North Base Grades) show conceptual subgrade for
the Phase 3 and Phase 3-North development, respectively. Drawing S3 (Site
Development Plan - Final Cover Grades) shows conceptual final cover grades for
the facility development. The final cover side slopes will be at a 3H to 1V slope,
then transition at flatter slopes (5 to 8%) to the peak elevations.

The estimated gross and net operating capacities, life expectancies, and areas of
existing and planned C&D landfill units are shown in Table 2.1. The net capacity
for waste and corresponding life expectancy of each landfill unit accounts for
daily and intermediate cover and/or final cover. As noted in Section 2.1.3, life
expectancies were calculated based on a disposal rate of 33,410 tons per year.

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2.2.2 Airspace Utilization Factor
An assumed airspace utilization factor (AUF) (tons of waste disposed/volume
filled) of 0.50 tons/cubic yard (tons/cy) was used in calculating the life
expectance. AUF values are based on values calculated for actual historical
filling conditions at the landfill which accounts for daily and intermediate cover
soils.

Note that AUF values are anticipated to be lower during initial filling of landfill
units and increase over time due to the additional thickness of the waste mass
and the degradation of organic wastes. Note also that changes in landfill
operations (i.e. changes in the use of alternative daily cover and/or compaction
equipment/methods) may affect the values assumed above and, thus, alter the
life of the various landfill units.

2.3 Available Soil Resources and Required Soil Quantities
2.3.1 Earthwork Quantities
The soils required to construct and operate the existing and planned C&D landfill
units will be removed from on-site borrow sources. The soils removed during
excavation of landfill units may be used for structural fill, soil liner, periodic
cover, final cover, and general fill. These excavation (cut) and structural fill (fill)
volumes are shown in Table 2.2.

2.3.2 Daily and Intermediate Cover
Assuming the previously mentioned periodic cover ratios, the required in-place
volume for use as daily and intermediate cover during operations of the Phase 3
unit is shown in Table 2.2.

2.3.3 Vegetative Soil Layer
On the basis of the 2.0-foot-thick vegetative soil layer required for the landfill
final cover, the in-place volume required for each landfill unit is shown in Table
2.2.

2.3.4 Soil Summary
The above on-site soil quantities are summarized in Table 2.2.

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2.4 Facility Design Criteria
Existing and proposed C&D landfill units were and will be constructed in accordance
with Section .0540 and .0542 of the North Carolina Administrative Code, Title 15A,
Chapter 13, Subchapter 13B including the following requirements:

2.4.1 Horizontal Separation Requirements
The horizontal separation requirement between the disposal boundary (edge of
waste) and the property lines is a minimum of 200 feet; the minimum buffer
between private residences and wells and the disposal boundary is 500 feet; and
the minimum buffer between any surface water (wetland, stream, river, creek)
and the disposal boundary is 50 feet. The proposed design satisfies all buffer
requirements.

2.4.2 Vertical Separation Requirements
The post-settlement bottom elevation of the liner system will meet the minimum
requirement of four (4) feet above the seasonal high groundwater table and
bedrock.

2.5 Containment and Environmental Control Systems
The following systems and elements are the basic containment and environmental
controls for the Phase 3 unit. Technical specifications and construction quality
assurance requirements can be found in Attachments G and H, respectively.

2.5.1 Landfill Subgrade and Perimeter Berms
The subgrade elevations will be achieved by excavation or placement of
compacted structural fill (embankment). During excavation, a determination of
unsuitable soils (i.e. soils which are too soft, wet, or organic) will be made.
Where unsuitable soils are found, the soils will be undercut and backfilled with
structural fill. The two (2) foot prepared subgrade will consist of in-situ or
modified soils consisting of types SC, SM, ML, CL, MH, or CH.

Structural fill will be used for berm and roadway construction. Structural fill will
consist of on-site soils removed during excavation of the landfill units or
imported borrow soils, except that no CH, OL, or OH soils will be allowed.

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2.5.2 Final Cover System
The final cover system for Phase 3 will consist of the following components (top-
down):

Regulatory Final Cover System (.0543(c)(2))

• an 18-inch thick vegetative soil layer;
• an 18-inch thick soil liner with a hydraulic conductivity (k) of no more
than 1.0 x 10-5 cm/sec (“compacted soil barrier”); and
• a 12-inch thick intermediate cover layer.

OR

Alternative Final Cover System

Top Slopes (5 to 8%)
• a 24-inch thick vegetative soil layer;
• a drainage geocomposite (with drainage breaks);
• a 40-mil textured LLDPE geomembrane; and
• a 12-inch think intermediate cover layer

Side Slopes (3H:1V)
• a 24-inch thick vegetative soil layer

The final cover system will be placed on prepared intermediate cover at a
maximum slope of 3H:1V. Surface water control devices vents will also be
incorporated into the final cover system. The final cover surface will be
vegetated upon completion of the final cover installation according to the project
seeding specifications.

Analysis of the alternate final cover system is presented in Section 3.1.

2.5.3 Erosion and Sedimentation Control
Erosion and sedimentation control devices/measures will be designed and
maintained to manage the run-off generated by the 25-year 24-hour storm event
and conform to the requirements of the North Carolina Sedimentation Pollution
Control Law (15A, NCAC, 4).

The approved Erosion and Sedimentation Control Plan designed to meet City of
High Point stormwater design requirements for the entire site is included in
Attachment A.

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2.5.4 Access and Roadways
The facility is accessed from Riverdale Drive. A scale and a scale house are
located near this entrance. Drawing S2 (Site Development Plan - Base Grades)
shows this infrastructure.

All-weather access to active areas as well as areas under intermediate cover will
be provided. Access ramps into the landfill units will be provided where
necessary.

2.6 Slope Stability, Settlement, and Bearing Capacity
An evaluation of the slope stability of the overall waste mass of the Phase 3 unit is
addressed in Appendix A. These analyses indicate that the proposed landfill
configuration will be stable, even with the conservative approach of not reducing the
peak ground acceleration for seismic runs, typical for landfill design. A summary of
these results can be found below.

Cross
Section
Analyzed
Failure Type Method of Analysis
Factor of Safety
Static
(FS ≥ 1.5)
Seismic
(FS ≥ 1.1)
A-A
Block Along
Subgrade
Simplified Janbu 2.95 2.28
Spencer’s 3.21 2.49
Circular Simplified Bishop 2.73 2.07
B-B
Block Along
Subgrade
Simplified Janbu 2.94 2.22
Spencer’s 3.18 2.41
Circular Simplified Bishop 2.98 2.26

2.7 Special Engineering Features
Special engineering features proposed for Phase 3 include riparian buffer variances and
wetlands mitigation.

2.7.1 Buffer Variance
Phase 3 will impact riparian buffers set forth by the Randleman Lake Buffer
Rule. A submittal was made to the City to allow impact within these buffer areas
and was approved in November 2015. The submittal was forwarded to the EMC
following City approval and was approved by the EMC in June 2016 (Attachment
A).

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2.7.2 Wetlands Mitigation
A Clean Water Act (CWA) permit application was approved by the Army Corps of
Engineers to allow fill material to be placed within the stream channel and
wetlands located in Phase 3.

The TRC watershed plan application and major variance request and related
documents are provided in Attachment F. Approvals of these applications are
included in in Attachment A.

2.7.3 Underdrain
The development of Phase 3 includes impact to a non-functioning stream. The
underdrain system has been proposed to assist in drainage of any base seepage
remaining from the impacted stream and to maintain vertical separation of
groundwater from the waste. Refer to Appendix A for underdrain analysis.

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Table 2.1 Total Operating Capacity and Life Expectancy
Landfill Unit Area
(Acres) Gross Capacity (CY) Net (Waste) Capacity
(CY)
Life Expectancy
(Years)1
C&D Landfill Units
Phase 1 12.5 788,083 - Filled
Phase 2A 4.3 240,140 - Filled
Phase 2B-1 3.6 481,397 - Filled
Phase 2B-2 1.5 213,136 95,987 (Remaining
01/10/2019) 1.4
Phase 3A (North) 3 122,540 112,860 1.7
Phase 3B (South) 3.5 622,141 610,848 9.1
Phase 4 5.6 728,676 710,607 10.6
Phase 5 8.5 757,216 729,789 10.9
Phase 6 3.6 820,639 809,023 12.1
Total: 46.1 4,773,968 3,069,114 45.9

Notes:
1. Life expectancy for the active Phase 2B-2 unit shown above is from 1/10/2019. Life expectancies
are based on a disposal rate of 33,410 tons/year and a placement rate of 0.5 tons per cubic yard
(TCY).

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WI High Point C&D Landfill Facility and Engineering Plan
May 2016 (Rev. April 2019) Page 9
Table 2.2 Soil Summary
Material Quantity (CY)
On-Site:
Excavation 31,113
Structural Fill (92,159)
Daily/Intermediate Cover (72,371)
Vegetative Soil Layer1 (21,812)
On-Site Total2: (155,229)

Notes:
1. The quantities shown above assume a thickness of 24 inches.
2. On-site material refers to materials available and used within the landfill
footprint (and related development areas) only.
3.0 FINAL COVER SYSTEM DESIGN
This section addresses the design of the final cover system for Phase 3. Technical
specifications and construction quality assurance requirements for final cover system
components can be found in Attachments G and H, respectively. A facility Closure and Post-
Closure Plan, including cost analyses, is provided as Attachment J. Also refer to the Permit to
Construct Drawings (Attachment O) for final cover system details.

3.1 Alternative Final Cover System Design
An alternative final cover system as described in Section 2.5.2 is proposed to eliminate
the soil barrier component

3.1.1 Final Cover Infiltration Analysis
A final cover infiltration analysis was performed to demonstrate that the
alternate cover system allows less infiltration than the regulatory final cover
system (see Appendix A). An analysis of the alternate final cover drainage layer
(drainage geocomposite) is provided in Appendix A. This analysis focused on
determining the required transmissivity to maintain the peak head within the
drainage geocomposite. An analysis is also provided in Appendix A which shows
that the upper geotextile of the drainage geocomposite will perform acceptably
as a filter when covered with typical site soils.

The Hydrologic Evaluation of Landfill Performance (HELP) Model (Version 3.95)
was used to evaluate the effectiveness of the alternative final cover at minimizing
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WI High Point C&D Landfill Facility and Engineering Plan
May 2016 (Rev. April 2019) Page 10
infiltration on both the flatter top slopes and the steeper side slopes. For both
the top and side slopes, the infiltration analysis demonstrates that the addition of
a drainage geocomposite over the geomembrane significantly reduces the head
on the barrier and, thereby, significantly reduces the calculated infiltration as
compared to the regulatory minimum cover (see Appendix A).

Condition
Alternate Final Cover
System
Regulatory Minimum
Final Cover System
Average Annual Infiltration (inches)
Top Slopes (5%): 0.006 14.5
Side Slopes (3H:1V): 14.4 14.4

3.1.1 Slope Stability
An evaluation of the veneer stability of the landfill final cover is provided in
Appendix A. The evaluation indicates that the final cover system will satisfy
design criteria (FSstatic = 1.5; FSseismic = 1.1) if the minimum peak interface shear
strength for the weakest interface is defined by the following values:

Normal Loads </= 200 psf (Based on Veneer Stability):

Cohesion = 0 psf
Phi = 30.0 degrees

3.1.2 Drainage Layer Analysis
The analysis of the alternative final cover drainage layer (drainage geocomposite
is provided in Appendix A. This analysis focused on determining the required
value of transmissivity to maintain peak heads within the drainage geocomposite.

The analysis was performed based on a worst case condition of 3H:1V (18.4
degrees) slopes and a maximum 200 foot flow length (horizontal projection) to
drainage breaks in the drainage geocomposite (coincides with the maximum side
slope length between side slope swales). This condition represents the worst
case in that adequate transmissivity is required along the steeper side slopes to
maintain flow within the geocomposite and, thus, minimize seepage forces in the
vegetative soil layer which could affect stability. Calculations were carried out
assuming the maximum permeability of the vegetative soil layer is 1 x 10-4
cm/sec. The calculations, which include an overall reduction factor of 6
(accounts for a factor of safety of 2 plus a combined reduction factor of 3 for
long-term intrusion, creep, and clogging concerns), indicate that a minimum
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May 2016 (Rev. April 2019) Page 11
transmissivity of 6.6 x 10-4 m3/m/sec is required for the drainage geocomposite;
however, material specifications shall require a minimum transmissivity of 1 x
10-3 m3/m/sec. Transmissivity tests should be conducted based on anticipated
field conditions (maximum normal load, boundary conditions, and gradient).

The soils proposed for use as the vegetative soil layer should be confirmed prior
to construction to ensure compatibility with all the design assumptions stated
herein.

3.1.3 Filter Geotextile Analysis
A filter geotextile analysis was performed to determine the apparent opening
size (AOS) and permittivity required to ensure the proper performance of the
upper geotextile component of the drainage geocomposite as a filter. The
analysis (see Appendix A) assumes that the vegetative soil layer will be silts or
clays (based on the typical grain size curves evaluated) and non-dispersive.
Based on the filter geotextile analysis, recommended AOS and permittivity of the
upper geotextile component of the drainage composite are as follows:

AOS (upper geotextile) (ASTM D 4751): 60+ (U.S. Sieve)
Permittivity (upper geotextile) (ASTM D 4491): 1.0 sec-1

AOS and permittivity were determined based on typical values for a 6 oz./SY
nonwoven geotextile

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Appendix A
Landfill Design Calculations
Facility and Engineering Plan
High Point C&D Landfill
High Point, North Carolina
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Facility and Engineering Plan
Appendix A: Landfill Design Calculations

Table of Contents

1.0 Quantity Calculations
• Capacity Evaluation (Density & Life Calcs.)
2.0 Underdrain Analysis
3.0 Slope Stability, Settlement, and Bearing Capacity
4.0 Final Cover System Analysis
• Down Pipe Sizing
• Infiltration Analysis
• Filter Geotextile Analysis

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1.0 Quantity Calculations

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SMITH GARDNER, INC.CAPACITY LF DENSITY & LIFE SG.xls
ADDRESS TEL WEB
PROJECT SHEET 1 OF 3 DATE
COMPUTED BY
SUBJECT JOB #CHECKED BY
OBJECTIVE:
ANALYSIS:
WMB
Capacity Evaluation (Density & Life)WIHIGHPOINT-19-1 SWH
To determine the capacity of landfill units. Also, to estimate the expected life of the landfill unit(s) given
the proposed contours and the anticipated waste loading rate(s). As part of the evaluation, an evaluation
or estimate of waste density will be required based on the known or assumed percentage of periodic cover
soil.
The volume(s) will be calculated by using AutoCAD. Alternatively, the volume(s) will be calculated by
taking cross sections of the landfill, using a planimeter to measure the area of the cross sections, and
using the average end area method.
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SMITH GARDNER, INC.CD - Phase 3A CAPACITY LF DENSITY & LIFE SG.xls
PROJECT SHEET
JOB #
SUBJECT DATE
COMPUTED BY
CHECKED BY
Waste & Periodic Cover Parameters:
Waste Density (TCY) =0.50 (5-Year Average Annual Density)
Disposal Rate (TPY)=33,410 (5-Year Average Annual Disposal Rate)
Volume Calculations:
Volume From AutoCAD (CY) =112,860 (Subgrade to Top of Intermediate Cover)
Net (Waste) Capacity:
Adjustment For Other Layers:
Area of Waste Footprint (Acres) =3
Net (Waste and Periodic Cover) Capacity (CY) =112,860
Net (Waste) Capacity (Tons) =56,430
Gross (Waste) Capacity (Subgrade to Top of Final Cover):
Adjustment For Other Layers:
Area of Final Cover (Acres) =3.0
N/A feet Compacted Soil Liner (CY) =N/A
N/A feet LCS/Protective Cover (CY) =N/A
2 feet Vegetative Soil Layer (CY) =9,680
Sum (CY) =9,680
Gross Capacity (CY) =122,540
Life Expectancy Calculations:
Start Time End Time Tons Total
(Year)(Year)Disposed Tons Remainder
2020 2021 33,410 33,410 23,020
2021 2021.7 23,020 56,430 0 Based on 33,410 Tons/Year
Landfill Life Expectancy (Years) =1.7
JRF
2/3
WIHIGHPOINT-19-1
4/25/2019
WMB
WI High Point C&D Landfill - Phase 3
Capacity Evaluation - Phase 3A (North)
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SMITH GARDNER, INC.CD - Phase 3 CAPACITY LF DENSITY & LIFE SG.xls
PROJECT SHEET
JOB #
SUBJECT DATE
COMPUTED BY
CHECKED BY
Waste & Periodic Cover Parameters:
Waste Density (TCY) =0.50 (5-Year Average Annual Density)
Disposal Rate (TPY)=33,410 (5-Year Average Annual Disposal Rate)
Volume Calculations:
Volume From AutoCAD (CY) =744,681 (Subgrade to Top of Final Cover)
Gross Capacity (Top of Protective Cover to Top of Final Cover):
Adjustment For Other Layers:
Area of Waste Footprint (Acres) =6.5
N/A feet Compacted Soil Liner (CY) =N/A
N/A feet LCS/Protective Cover (CY) =N/A
Sum (CY) =0
Gross Capacity (CY) =744,681
Net (Waste) Capacity:
Adjustment For Other Layers:
Area of Final Cover (Acres) =6.50
2 feet Vegetative Soil Layer (CY) =(20,973)
Sum (CY) =(20,973)
Net (Waste and Periodic Cover) Capacity (CY) =723,708
Net (Waste) Capacity (Tons) =361,854
Life Expectancy Calculations:
Start Time End Time Tons Total
(Year)(Year)Disposed Tons Remainder
2020 2030 334,100 334,100 27,754
2030 2030.8 27,754 361,854 0 Based on 33,410 Tons/Year
Landfill Life Expectancy (Years) =10.8
JRF
WI High Point C&D Landfill - Phase 3 3/3
WIHIGHPOINT-19-1
Capacity Evaluation - Phase 3 (Total)4/24/2019
WMB
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GARDNER+© 2016 Smith Gardner, Inc.HIGH POINT LANDFILL, LLC
HIGH POINT C&D LANDFILL
ANNUAL REMAINING CAPACITY REPORT
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FIGURE NO.PREPARED BY:PREPARED FOR:
SMITH
14 N. Boylan Avenue, Raleigh NC 27603
NC LIC. NO. C-0828 (ENGINEERING)
919.828.0577
GARDNER+© 2016 Smith Gardner, Inc.HIGH POINT LANDFILL, LLC
HIGH POINT C&D LANDFILL
ANNUAL REMAINING CAPACITY REPORT
C.T.J.W.M.B.AS SHOWN 10
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NC LIC. NO. C-0828 (ENGINEERING)
919.828.0577
GARDNER+© 2016 Smith Gardner, Inc.HIGH POINT LANDFILL, LLC
HIGH POINT C&D LANDFILL
ANNUAL REMAINING CAPACITY REPORT
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14 N. Boylan Avenue, Raleigh NC 27603
NC LIC. NO. C-0828 (ENGINEERING)
919.828.0577
GARDNER+© 2016 Smith Gardner, Inc.HIGH POINT LANDFILL, LLC
HIGH POINT C&D LANDFILL
ANNUAL REMAINING CAPACITY REPORT
C.T.J.W.M.B.AS SHOWN 13
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2.0 Underdrain Analysis

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SMITH GARDNER, INC.WI High Point Underdrain Analysis.xls
ADDRESS TEL WEB
PROJECT SHEET 1 OF 1 DATE
COMPUTED BY
SUBJECT JOB #CHECKED BY
OBJECTIVE:
REFERENCE:
ASSUMPTIONS:1. A GCL will be placed above the underdrain, therefore vertical infiltration can be neglected.
ANALYSIS:
1. Determine groundwater flow into the underdrain.
Hyrdraulic Conductivity (k):4.0E-06 ft/sec
Hydraulic gradient (i):0.095 ft/ft
Height in Groundwater (A):2 ft
Groundwater flow per foot (q):7.6E-07 ft3/sec
Permiter of Underdrain (p):1660 ft (Assumes the Underdrain is 820-ft-long and 20-ft wide)
Total Flow (Q):1.3E-03 ft3/sec
2. Determine flow through underdrain (No. 57 Stone)
Hyrdraulic Conductivity (k):0.0328 ft/sec (Assumed value for NCDOT No. 57 Stone)
Hydraulic gradient (i):0.009 ft/ft (minimum slope of underdrain)
Cross Sectional Area (A)60 ft2
Underdrain Capacity (Q):1.8E-02 ft3/sec
3. Determine the Factor of Safety
FS:14
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WI High Point C&D Landfill 4/25/2019
(Reference Detail 2 on Sheet EC3, PTC Drawings
Dated 10/14/2016)
(Reference Design Hydro Report)
Design an underdrain below the Phase 3 Expansion capable of handling residual stream flow and maintain
groundwater separation.
1. Design Hydrogeologic Report - WI High Point C&D Landfill, Prepared by Smith Gardner, Inc., dated May
2016.
SWH
Underdrain Analysis WIHIGHPOINT-19-1 WMB
(Average of values presented in Table 5B, REF 1, excluding
P-11 and P-30S)
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PROJECT TITLE:DRAWING TITLE:REV.DATEDESCRIPTIONDESIGNED:DRAWN:APPROVED:PROJECT NO:SCALE:FILENAME:PREPARED BY:PREPARED FOR:SHEET NUMBER:DRAWING NUMBER:DATE:G:\CAD\WCA High Point\WIHIGHPOINT 19-1\sheets\WI-D1361.dwg - 4/25/2019 4:45 PM
SEALSEALSMITHGARDNERENGINEERS+Electronic files are instruments of service provided by SmithGardner, Inc. for the convenience of the intended recipient(s), andno warranty is either expressed or implied.  Any reuse orredistribution of this document in whole or part without thewritten authorization of Smith Gardner, Inc., will be at the solerisk of the recipient.  If there is a discrepancy between theelectronic files and the signed and sealed hard copies, the hardcopies shall govern.  Use of  any electronic files generated orprovided by Smith Gardner, Inc., constitutes an acceptance ofthese terms and conditions.© 2019 Smith Gardner, Inc.14 N. Boylan Avenue, Raleigh NC 27603NC LIC. NO. F-1370 (ENGINEERING)919.828.05771526 Richland St., Columbia SC 29201SC COA NO. C01488WI HIGH POINTLANDFILL, LLC(A WASTE INDUSTRIES COMPANY)HIGH POINT C&D LANDILLPHASE 3PERMIT TO CONSTRUCTPERMIT DRAWINGSPHASE 3UNDERDRAIN PROFILEW.M.B.C.T.J.WIHIGHPOINT 19-1AS SHOWNAPR. 2019WI-D1361DocuSign Envelope ID: 02F226B6-1407-4E71-AA91-425ACDD4F447DocuSign Envelope ID: 40E87038-5291-4F63-9E48-8FE1F509D745
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SMITH GARDNER, INC.GT FILTER_WI Highpoint.xls
ADDRESS TEL WEB
PROJECT SHEET 1 OF 4 DATE
COMPUTED BY
SUBJECT JOB #CHECKED BY
OBJECTIVE:
REFERENCES:
ASSUMPTIONS:
BACKGROUND:
ANALYSIS:
where:C u =coefficient of uniformity (quantifies the distribution of particle sizes)
C c =coefficient of curvature (identifies internal soil stability)d x =the diameter at which x percent of the soil is finer
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Filter Geotextile Analysis WIHIGHPOINT-19-1 WMB
To determine the maximum geotextile apparent opening size (AOS) to provide proper retention to protect
drainage media from piping and clogging from adjacent soil. Additionally, to determine the minimum
required geotextile permittivity to provide proper drainage from the adjacent soil. Geotextile filtration
properties must be selected based on the up-gradient soil gradation and plasticity and site specific
hydraulic conditions.
2. Evaluate Soils Information
Define the application and function of the geotextile (i.e. where the geotextile is to be used and
whether retention or permeability is the key function of the material) and also the confining
stress (i.e. high - leachate collection system; low - final cover system) and flow conditions (i.e.
steady-state - landfill drains; dynamic - shoreline protection).
For the purposes of filtration design, soils can be characterized as stable or unstable. Stable soils perform
an internal filtration process that limits migration of fines within the soil. Typically, these soil types
include well-graded soils. Unstable soils are those which cannot perform self-filtration (i.e. they have the
potential to pipe internally). They may include gap-graded, broad-graded, and other highly erodible soils.
In gap-graded soils, there exists a coarse and fine fraction, but very little medium fraction. If there is an
insufficient quantity of soil particles in the medium fraction, fine soil particles pipe through the coarse
fraction. In broad-graded soils, the gradation is distributed over a very wide range of particle sizes such
that fine soil tends to pipe through coarser particles.
For representative soils, evaluate grain size and plasticity information. From the grain size
curves determine the coefficients of uniformity and curvature as follows:
1. Define Application and Function of Geotextile:
Bhatia, S.K. and Huang, Q. (1995), “Geotextile Filters for Internally Stable/Unstable Soils”, Geosynthetics
International, Vol. 2, No. 3, pp. 537-565.
Koerner, Robert M. (1999), Designing with Geosynthetics, 4th Ed., Prentice-Hall Inc., Englewood Cliffs, NJ,
pp. 84-91.
Mirafi - Geotextile Filter Design, Application, and Product Selection Guide, Ten Cate Nicolon Corp.
(www.mirafi.com).
Richardson, G.N., Giroud, J-P., and Zhao, A. (2000), Design of Lateral Drainage Systems for Landfills,
Tenax Corp., Baltimore.
The design criteria given assume that the soil is “set” in intimate contact with the geotextile.
From Richardson et. al.:
C d
du=60
10 ( )
C d
d d
c =×
302
10 60
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U.S. Sieve
100 (most 10 to 16 oz/SY non-woven geotextiles)
80 (most 8 oz/SY non-woven geotextiles)
70 (most 4 to 6 oz/SY non-woven geotextiles)
60
50
40
30
Cc ≤ 7
For n < 60%O95 < d85(0.65 - 0.05Cc)Cc > 7
where:O 95 =
n =
where:ψ =
k g =
k g >
t g =
i S =
k S =
WI Highpoint C&D Landfill 5/3/2019
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Filter Geotextile Analysis WIHIGHPOINT-19-1 WMB
To determine the maximum AOS, use the method given in Koerner/Mirafi (after Luettich) and
the method given in Bhatia and Huang. For the AOS determined by either method, the following
shows the relationship between opening size and the corresponding U.S. sieve number (with
typical non-woven geotextile information as shown).
Opening Size (mm)
permeability of retained soil (cm/sec)
geotextile thickness under design load (cm)
hydraulic gradient (use 1.5 for landfills)
0.150
For Cu ≤ 4, the soil is uniformly-graded; for 4 < Cu ≤ 20, the soil is well-graded; and for Cu > 20,
the soil is broad-graded. Uniformly-graded and broad-graded soils require careful analysis.
Gap-graded soils which have a coarse and fine fraction, but limited medium fraction are of
particular concern and should be avoided. Gap-graded soils are readily identified by the
appearance of the grain size curve. For 1 ≤ Cc ≤ 3, the soil should be internally stable (Bhatia
and Huang state that soils having Cc ≤ 7 are internally stable.).
3. Selection of Soil Retention Requirements (Maximum AOS):
mimimum allowable geotextile permeability (cm/sec)
isks
0.180
0.212
O95 < d85(2.71 - 0.36Cc)
apparent opening size
0.250
0.300
0.425
Additionally, in general, particles do not move within soils having a plasticity index (PI) greater
than 15% so there is no clogging potential (Richardson et. al.).
0.600
- Luettich Method:
geotextile porosity (%) (for non-woven geotextiles this value is
typically 70 to 90%)
4. Determine Geotextile Permittivity Requirements:
Determine the geotextile permittivity requirements:
(sec-1)
mimimum required geotextile permittivity (sec-1)
For steady-state conditions, use the chart below.
- Bhatia and Huang Method:
Bhatia and Huang developed the following retention criteria:
For n ≥ 60%
Ψ =
k
t
g
g
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Other things to consider in the design of a filter geotextile include anti-clogging requirements
and survivability/durability requirements. For anti-clogging, it is generally best to use the
largest AOS that satisfies the retention criteria. For non-woven geotextiles used in landfill
applications, an AOS of 0.21 mm (No. 70 sieve) is typically the largest AOS that is available. For
survivability/durability concerns, generally an adequately UV stabilized geotextile made from
polypropylene or polyester with an AASHTO M288 Strength Class of 2 is suitable for use in
subsurface drainage applications.
Ref: Mirafi (After Luettich)
WI Highpoint C&D Landfill 5/3/2019
5. Other Considerations
SWH
Filter Geotextile Analysis WIHIGHPOINT-19-1 WMB
DocuSign Envelope ID: 40E87038-5291-4F63-9E48-8FE1F509D745
SMITH GARDNER, INC.LCS DGC GT FILTER_WI Highpoint.xls
PROJECT SHEET 4/4
JOB #WIHIGHPOINT-19-1
SUBJECT DATE 5/3/2019
COMPUTED BY SWH
CHECKED BY WMB
Application:
Primary Function:Retention/Permeability
Relative Confining Stress:High
Flow Conditions:Steady-State
Cap Soil #5 Cap Soil #6
Slity Sand Silty Sand
Soil Type:SM SM
d85: 1.000 15.000
d60: 0.300 0.310
d50: 0.200 0.210
d30: 0.090 0.070
d20:0.040 0.040
d10:0.020 0.015
PI:0 0
Cu :15.00 20.67
Soil is Well Graded.Use Caution - Soil is Broad
Graded!
Cc :1.35 1.05
----------
NA NA
Soil is Stable Soil is Stable
Draw straight line through
d60 and d30 to obtain C'u.
Draw straight line through
d60 and d30 to obtain C'u.
d'100: 13.000 14.000
d'50: 0.200 0.070
d'0: 0.009 0.006
C'u (When Applicable):38.01 48.30
Soil is Widely Graded.Soil is Widely Graded.
D D
0.095 0.026
Check Bhatia & Huang.Check Bhatia & Huang.
----------
Soil is Stable.Soil is Stable.
Geotextile Porosity (%):80 80
2.224 34.960
No. 30 Sieve No. 30 Sieve
Required Geotextile Properties:----------
Hydraulic Gradient (is):1.5 1.5
1.0E-03 1.0E-03
1.5E-03 1.5E-03
Geotextile Thickness (tg) (cm):0.25 0.25
0.006 0.006
*Note: Spreadsheet assumes retention application in using the Luettich Method.
Bhatia & Huang Method:
Min. Required Geotextile Permittivity
(Y) (sec-1):
Soil Evaluated
Soil Relative Density (ID) (Loose (L),
Medium (M), Dense (D) (When
Applicable):
Recommended Maximum AOS (mm)
(When Applicable):
Soil Description:
Soil Dispersion (When Applicable):
Internal Soil Stability (When
Applicable):Particle Size (mm)WI Highpoint C&D Landfill
Filter Geotextile Analysis (Underdrain)
Leachate Collection System Drainage Geocomposite
Internal Soil Stability:
Estimated Soil Permeability (ks)
(cm/sec):
Min. Allowable Geotextile
Permeability (kg) (cm/sec):
Recommended Max. AOS (mm):Particle Size (mm) for Determining C'uRecommended Maximum AOS (mm)
(When Applicable):
Luettich Method:*
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Attachment G
Technical Specifications

Permit Modification
WI High Point, LLC – WI High Point C&D Landfill – Phase 3
Jamestown, North Carolina
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Technical Specifications

WI High Point C&D Landfill
Jamestown, North Carolina

Prepared for:

WI High Point Landfill, LLC
Jamestown, North Carolina

May 2016
Rev. April 2019

© 2019 Smith Gardner, Inc.
This document is intended for the sole use of the client for which it was prepared and
for the purpose agreed upon by the client and Smith Gardner, Inc.

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WI High Point C&D Landfill Technical Specifications
May 2016 (Rev. April 2019) Table of Contents Page i
WI High Point C&D Landfill
Jamestown, North Carolina

Technical Specifications

Table of Contents

Section

Specification
02110 Site Preparation
02222 Excavation
02223 Embankment
02240 Geotextiles
02250 Soil Liner
02258 Vegetative Soil Liner
02270 Erosion and Sedimentation Control
02271 Rip Rap
02275 Rolled Erosion Control Products
02614 HDPE Pipe
02710 Drainage Aggregate
02712 Drainage Geocomposite
02720 Stormwater Systems
02725 Gabions
02776
02778
Geosynthetic Clay Liner
LLDPE Geomembrane
02930 Revegetation
13252 Landfill Gas Vents

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SECTION 02110

SITE PREPARATION

A. Description

1. General:

a. The Contractor shall furnish all labor, material, and equipment to complete Site
Preparation in accordance with the Contract Drawings and these Specifications.

b. Principal items of work include:

1. Notifying all authorities owning utility lines running to or on the property.
Protect and maintain all utility lines to remain and cap those that are not
required in accordance with instructions of the Utility Companies, and all
other authorities having jurisdiction.

2. Clearing the site within the clearing limits, including removal of grass,
brush, shrubs, trees, loose debris, and other encumbrances except for
trees to remain.

3. Boxing and protecting all areas to be preserved.

4. Removing all topsoil from designated areas and stockpiling on site where
directed by the Engineer for future use.

5. Disposing from the site all debris resulting from work under this Section.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Excavation 02222
Embankment 02223

B. Materials Not Used.

C. Submittals

The Contractor shall submit the following to the Engineer prior to performance of the work:

1. Location for disposal of clearing debris and waste.
Site Preparation: Site Preparation includes clearing, grubbing, and stripping operations which
precede the proposed construction.
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D. Construction

1. Clearing of the Site:

a. Clearing limits, as shown on the Contract Drawings, shall be established by the
Contractor’s Surveyor. Once established, the clearing limits shall be inspected
and approved by the Engineer prior to clearing the affected areas.

b. Before removal of topsoil, and start of excavation and grading operations, the
areas within the clearing limits shown on the Contract Drawings shall be cleared
and grubbed.

c. Clearing shall consist of cutting, removal, and satisfactory disposal of all trees,
fallen timber, brush, bushes, rubbish, fencing, and other perishable and
objectionable material.

Should it become necessary to remove a tree, bush, brush, or other plants
outside the clearing limits, the Contractor shall do so only after permission has
been granted by the Engineer.

d. Excavation resulting from the removal of trees, roots, and the like shall be filled
with suitable material, as approved by the Engineer, and thoroughly compacted
per the requirements contained in Section 02223, Embankment, of these
Specifications.

e. In temporary construction easement locations, only those trees and shrubs shall
be removed which are in actual interference with excavation or grading work
under this Contract, and removal shall be subject to approval by the Engineer.
However, the Engineer reserves the right to order additional trees and shrubs
removed at no additional cost to the Owner, if such, in his opinion, they are too
close to the work to be maintained or have become damaged due to the
Contractor's operations.

2. Stripping and Stockpiling Existing Topsoil:

a. Existing topsoil and sod on the site within areas designated on the Contract
Drawings shall be stripped to whatever depth it may occur, and stored in
locations directed by the Engineer.

b. The topsoil shall be free of stones, roots, brush, rubbish, or other unsuitable
materials before stockpiling.

c. Care shall be taken not to contaminate the stockpiled topsoil with any unsuitable
materials.

3. Grubbing:

a. Grubbing shall consist of the removal and disposal of all stumps, roots, logs,
sticks, and other perishable materials to a depth of at least 6 inches below
ground surfaces.
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b. Large stumps located in areas to be excavated may be removed during grading
operations, subject to the approval of the Engineer.

4. Disposal of Cleared and Grubbed Material:

No open burning of clearing debris will be allowed on this project.

END OF SECTION

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SECTION 02222

EXCAVATION

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment required to complete
Excavation of the project area in accordance with the Contract Drawings and these
Specifications, except as noted below:

a. Clearing and grubbing and removal of topsoil is addressed in Section 02110, Site
Preparation, of these Specifications.

b. Removal of rock is addressed in Section 02229, Rock Removal, of these
Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Site Preparation 02110
Embankment 02223
Erosion and Sedimentation Control 02270

3. Quality Assurance:

Quality Assurance during Excavation will be provided by the Owner as described in the
accompanying Project CQA Manual.

4. Definitions:

a. Excavation: shall consist of the removal and satisfactory disposal and/or
stockpiling of all materials (borrow and/or unsuitable materials included) located
with the limits of construction including widening cuts and shaping of slopes
necessary for the preparation of roadbeds, slope areas, cutting of any ditches,
channels, waterways, entrances, and other work incidental thereto.

b. Borrow: shall consist of approved on-site material required for the construction
of embankments/fills or for other portions of the work.

Excavation: Excavation includes excavating, sealing, hauling, scraping, undercutting, removal of
accumulated surface water or ground water, stockpiling, and all necessary and incidental items as
required for bringing the landfill and related structures to the specified lines and grades.
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c. Select Borrow (Where Applicable): shall consist of approved off-site material
required for the construction of embankments/fills, roadway subgrade,
backfilling, or for other portions of the work as shown on Contract Drawings or in
these Specifications. The Contractor shall make his own arrangements for
obtaining select borrow and pay all costs involved.

d. Unsuitable Material: is any in-place or excavated material which contains
undesirable materials or is in a state which is not appropriate, in the opinion of
the CQA Engineer, for the intended use or support of planned structures,
embankment, or excavation. This may include but not be limited to organic
material, waste/refuse, soft, or wet material not meeting required specifications,
etc.

e. Unsuitable Material Overexcavation: shall consist of the removal and
satisfactory disposal of all unsuitable material located within the limits of
construction and below subgrade elevations shown or indicated on the Contract
Drawings. Where excavation to the subgrade elevations results in a subgrade or
slopes of unsuitable material, the Contractor shall overexcavate such material to
below the grades shown or indicated on the Contract Drawings or as otherwise
directed by the Engineer and CQA Engineer.

B. Materials

Excavation shall include the removal of all soil, weathered rock, boulders, conduits, pipe,
unsuitable material, and all other obstacles encountered and shown or indicated on the Contract
Drawings and/or specified herein.

C. Submittals

The Contractor shall submit the following to the CQA Engineer:

1. Information on Excavation equipment to be used.

2. List of disposal site(s) for waste and unsuitable materials.

3. For excavations not shown on the Contract Drawings and if requested by the Engineer,
submit excavation plans clearly showing the limits and slopes of the proposed
excavation.

4. Survey Results:

Survey results for the completed landfill subgrade shall be submitted for review prior to
placement of overlying materials.

D. Construction

1. The Contractor shall conduct Excavation activities in such a manner that erosion of
disturbed areas and off site sedimentation is absolutely minimized as outlined in Section
02270, Erosion and Sedimentation Control, of these Specifications.
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2. The Contractor shall excavate to the lines and grades shown on the Contract Drawings
and stockpile all suitable excavated materials. As the excavation is made, the materials
will be examined and identified to the CQA Engineer.

The Contractor will perform all surveys necessary to establish and verify lines and
grades for all Excavation, including pipe excavations, soil overexcavation, and anchor
trenches.

3. Stockpiling:

The Contractor shall stockpile the materials in appropriate stockpiles as approved by the
CQA Engineer. The Contractor shall use equipment and methods as necessary to
maintain the moisture content of soils stockpiled (excluding topsoil) at or near their
optimum moisture content.

Stockpiles shall be properly sloped and the surfaces sealed by the Contractor at the end
of each working day, or during the day in the event of heavy rain, to the satisfaction of the
Engineer.

4. The Contractor shall protect all existing facilities and structures including, but not
limited to, existing utilities, monitoring wells, signs, grade stakes, etc. during the grading
and stockpiling operations.

5. All excavations shall be made in the dry and in such a manner and to such widths as will
give ample room for properly constructing and inspecting the structures and/or piping
they are to contain and for such sheeting, timbering, pumping, and drainage as may be
required.

6. Excavation slopes shall be flat enough to avoid sloughs and slides that will cause
disturbance of the subgrade or damage of adjacent areas. Slides and overbreaks which
occur due to negligence, carelessness, or improper construction techniques on the part
of the Contractor shall be removed and disposed of by the Contractor as directed by the
Engineer at no additional cost to the Owner.

7. The intersection of slopes with natural ground surfaces, including the beginning and
ending of cut slopes, shall be uniformly rounded. All protruding roots and other
vegetation shall be removed from slopes.

8. The bottom of all excavations for structures and pipes shall be examined by the CQA
Engineer for bearing value and the presence of unsuitable material. If, in the opinion of
the CQA Engineer, additional Excavation is required due to the low bearing value of the
subgrade material, or if the in-place materials are soft, yielding, pumping and wet, the
Contractor shall remove such material to the required width and depth and replace it
with thoroughly compacted structural fill, or material directed by the CQA Engineer. No
payment will be made for subgrade disturbance caused by inadequate dewatering or
improper construction methods.

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9. Any areas excavated below design subgrade elevations by the Contractor, unless directed
by the CQA Engineer, shall be brought back to design elevations at no cost to the Owner.
The Contractor shall place and compact such material in accordance with Section 02223,
Embankment, of these Specifications.

10. The Contractor shall dispose of excess or unsuitable excavation materials on-site at
location(s) approved by the Owner.

11. The Contractor shall properly level-off bottoms of all excavations. Proof-rolling shall be
conducted with appropriate equipment.

12. Upon reaching subgrade elevations shown in excavation areas, the Contractor shall
scarify subgrade soils to a minimum depth of 6" and obtain the CQA Engineer’s approval
of quality. If unsuitable materials are encountered at the subgrade elevation, perform
additional excavations as approved by the CQA Engineer to remove unsuitable materials.

13. Overexcavation and Backfill:

a. Where subgrade materials are determined to be unsuitable, such materials shall
be removed by the Contractor to the lengths, widths, and depths approved by the
Engineer and CQA Engineer in advance and backfilled with compacted
Embankment in accordance with Section 02223, Embankment, of these
Specifications.

b. No additional payment will be made for such overexcavation and backfill 1 foot or
less than the finished subgrade as this is considered superficial.

c. Where overexcavation of unsuitable material is greater than 1 foot beneath the
finished subgrade, payment shall be made on a unit price basis for
overexcavation and backfill and the measured quantity shall include the entire
excavation quantity below the finished subgrade elevations. The unit price for
overexcavation and backfill shall include disposal of unsuitable materials.

14. All cuts shall be brought to the grade and cross section shown or indicated on the
Contract Drawings, or established by the Engineer, prior to final inspection.

15. The Contractor shall protect finished lines and grades of completed excavation against
excessive erosion, damage from trafficking, or other causes and shall repair any damage
at no additional cost to the Owner.

16. Trench Excavation:

a. All pipe Excavation and trenching shall be done in strict accordance with these
Specifications, all applicable parts of the OSHA Regulations, 29 CFR 1926,
Subpart P, and other applicable regulations. In the event of any conflicts in this
information, safe working conditions as established by the appropriate OSHA
guidelines shall govern.

b. The minimum trench widths shall be as indicated on the Contract Drawings.
Enlargements of the trench shall be made as needed to give ample space for
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operations at pipe joints. The width of the trench shall be limited to the
maximum dimensions shown on the Contract Drawings, except where a wider
trench is needed for the installation of and work within sheeting and bracing.

c. Except where otherwise specified, excavation slopes shall be flat enough to avoid
slides which will cause disturbance of the subgrade, damage to adjacent areas,
or endanger the lives or safety of persons in the vicinity.

d. Hand excavation shall be employed wherever, in the opinion of the Engineer, it is
necessary for the protection of existing utilities, poles, trees, pavements,
obstructions, or structures.

e. No greater length of trench in any location shall be left open, in advance of pipe
laying, than shall be authorized or directed by the Engineer and, in general, such
length shall be limited to approximately one hundred (100) feet.

f. Pipe Bedding: All pipe bedding shall be as shown on the Contract Drawings,
unless otherwise specified herein, or shall be approved by the CQA Engineer.

17. Sheeting and Bracing:

a. The Contractor shall furnish, place, and maintain such sheeting and bracing
which may be required to support sides of Excavation or to protect pipes and
structures from possible damage and to provide safe working conditions in
accordance with current OSHA requirements. If the Engineer is of the opinion
that at any point sufficient or proper supports have not been provided, he may
order additional supports put in at the sole expense of the Contractor. The
Contractor shall be responsible for the adequacy of all sheeting and bracing used
and for all damage resulting from sheeting and bracing failure or from placing,
maintaining, and removing it.

b. The Contractor shall exercise caution in the installation and removal of sheeting
to insure that excessive or unusual loadings are not transmitted to any new or
existing structure. The Contractor shall promptly repair at his expense any and
all damage that can be reasonably attributed to sheeting installation or removal.

c. All sheeting and bracing shall be removed upon completion of the work.

18. If grading operations are suspended for any reason whatsoever, partially completed cut
and fill slopes shall be brought to the required slope and the work of seeding and
mulching or other required erosion and sedimentation control operations shall be
performed at the Contractor’s sole expense.

19. Excavations into Waste:

The Contractor shall use caution when making excavations into waste. Any exposed
waste shall be tarped or covered in some fashion (as approved by the Engineer) at the
end of each day to prevent exposure to vectors.

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20. Surveying:

Upon completion of the landfill subgrade, the subgrade shall be surveyed on 100 foot
centers and at slope breaks (including all tops and toes of slope, points of grade change,
etc.) to ensure the top of the subgrade meets the grades specified on the Contract
Drawings.

END OF SECTION
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SECTION 02223

EMBANKMENT

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete Embankment
including borrowing, hauling, screening, discing, drying, compaction, control of surface
and subsurface water, final grading, sealing, and all necessary and incidental items as
detailed or required to complete the Embankment, all in accordance with the Contract
Drawings and these Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Excavation 02222
Erosion and Sedimentation Control 02270

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) are hereby made a part of these Specifications.

ASTM D 698 Test Method for Laboratory Compaction Characteristics of Soil
Using Standard Effort (12,400 ft-lbf/ft3).

ASTM D 1556 Standard Test Method for Density and Unit Weight of Soil in
Place by the Sand-Cone Method.

ASTM D 2167 Standard Test Method for Density and Unit Weight of Soil in
Place by the Rubber Balloon Method.

ASTM D 2216 Standard Test Method for Laboratory Determination of Water
(Moisture) Content of Soil and Rock by Mass.

ASTM D 2487 Standard Practice for Classification of Soils for Engineering
Purposes (Unified Soil Classification System).

ASTM D 2488 Standard Practice for Description and Identification of Soils
(Visual-Manual Procedure).
Embankment: Embankment is the on-site compacted fill that provides the foundation and the berms
for the containment area, the subgrade for some access roadways and structures, and backfill around
structures and piping.
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ASTM D 2937 Standard Test Method for Density of Soil in Place by the Drive
Cylinder Method.

ASTM D 4643 Standard Test Method for Determination of Water (Moisture)
Content of Soil by the Microwave Oven Method.

ASTM D 4959 Standard Test Method for Determination of Water (Moisture)
Content of Soil by Direct Heating Method.

ASTM D 6938 Standard Test Methods for In-Place Density and Water Content
of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow
Depth).

4. Quality Assurance:

Quality Assurance during placement of Embankment will be provided by the Owner as
described in the accompanying Project CQA Manual.

5. Definitions:

a Embankment: Shall include construction of all site earthwork including
roadways, subgrade, perimeter berm embankments, including preparation of the
areas upon which materials are to be placed. Embankment may also be referred
to as structural and/or controlled fill. All Embankment materials may be either
(off-site) Select Borrow or (on-site) Borrow unless otherwise noted on Contract
Drawings or specified by the Engineer.

b. Prepared Subgrade: The ground surface after clearing, grubbing, stripping,
excavation, scarification, and/or compaction, and/or proof rolling to the
satisfaction of the CQA Engineer.

c. Well-Graded: A mixture of particle sizes that has no specific concentration or
lack thereof of one or more sizes. Well-graded does not define any numerical
value that must be placed on the coefficient of uniformity, coefficient of
curvature, or other specific grain size distribution parameters. Well-graded is
used to define a material type that, when compacted, produces a strong and
relatively incompressible soil mass free from detrimental voids.

d. Unclassified Fill: The nature of materials to be used is not identified or described
herein but must be approved by the Engineer prior to use.

B. Materials

1. Embankment materials shall consist of clean well-graded natural soil classified as SP,
SW, SM, SC, ML, or CL (ASTM D 2487) containing no topsoil or other deleterious material.
Additionally, for the upper 3 feet beneath the final wearing surface of roadways including
shoulders, Embankment materials shall have a liquid limit less than 50%, a plasticity
index less than 20% (ASTM D 2487) and have a maximum standard Proctor dry density of
at least 100 pounds per cubic foot (ASTM D 698).
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Other material classifications may be approved by the Engineer.

2. Stones or rock fragments shall not exceed one half the maximum lift thickness as
compacted in any dimension. Isolated rocks shall be a maximum of 24-inches in any
dimension.

3. Embankment materials shall have a 12% maximum loss on ignition (ASTM D 2974).

C. Submittals

The Contractor shall submit the following to the CQA Engineer:

1. Information on equipment to be used for construction of Embankment.

2. Descriptive information on the location and source of any off-site borrow material to be
used for Embankment, where applicable. Information shall include Standard Proctor
curves (ASTM D698) for each borrow material.

D. Construction

1. The Contractor shall conduct Embankment activities in such a manner that erosion of
disturbed areas and off-site sedimentation is absolutely minimized as outlined in Section
02270, Erosion and Sedimentation Control, of these Specifications.

2. All placement and compaction of Embankment shall be performed only when the CQA
Engineer is informed by the Contractor of intent to perform such work.

3. Embankment shall be placed and compacted to the lines and grades shown on the
Contract Drawings. Placement of Embankment outside the construction limits shall
occur only as directed and approved by the Engineer.

The Contractor will perform all surveys necessary to establish and verify lines and
grades for all Embankment.

4. The Contractor shall protect all existing facilities including, but not limited to, utilities
and monitoring wells.

5. Subgrade Preparation:

a. The CQA Engineer shall inspect the exposed subgrade prior to placement of
Embankment to assure that all rocks, topsoil, vegetation, roots, debris, or other
deleterious materials have been removed.

b. Prior to placement of Embankment, the exposed subgrade shall be proofrolled
using a static smooth-drum roller, loaded tandem axle dump truck, or other
suitable equipment in the presence of the CQA Engineer. Any soft or unsuitable
materials revealed before or during the in-place compaction shall be removed as
directed by the CQA Engineer and replaced with suitable Embankment.

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6. Surfaces on which Embankment is to be placed, shall be scarified or stepped in a manner
which will permit bonding of the Embankment with the existing surface.

7. The Contractor shall be responsible for preparing the materials for the Embankment,
including but not limited to, in-place drying or wetting of the soil necessary to achieve the
compaction criteria of these Specifications.

8. Embankment materials shall be placed in a manner permitting drainage and in
continuous, approximately horizontal layers.

9. Compaction Requirements:

a. The Contractor shall compact Embankment in accordance with the requirements
shown in Table 1 of this section. If Embankment does not meet the specified
requirements, the Contractor shall rework the material, as may be necessary
and continue compaction to achieve these requirements, or remove and replace
the material to achieve the specified requirements, at Contractor's expense.

b. Each lift shall be compacted prior to placement of succeeding lifts. In confined
areas, mechanical equipment, suitable for small areas and capable of achieving
the density requirements, shall be required.

c. Lift compaction shall be performed with an appropriately heavy, properly
ballasted, penetrating-foot or smooth-drum vibratory compactor depending on
soil type. Compaction equipment shall be subject to approval by the CQA
Engineer.

10. Embankment that becomes excessively eroded, soft, or otherwise unsuitable shall be
removed or repaired by the Contractor as directed by the CQA Engineer, at no cost to the
Owner.

11. The exposed surface of Embankment shall be rolled with a smooth-drum roller at the
end of each work day to protect from adverse weather conditions.

12. Where Embankment is to be placed and compacted on slopes that are steeper than
3H:1V, the subgrade shall be benched to a minimum depth of 6 inches and the
Embankment shall be placed in horizontal lifts.

13. Backfilling for Structures and Piping:

a. All structures, including manholes and pipes shall be backfilled with
Embankment as shown in the Contract Drawings and as described in these
Specifications.

b. Where sheeting is used, the Contractor shall take all reasonable measures to
prevent loss of support beneath and adjacent to pipes and existing structures
when sheeting is removed. If significant volumes of soil cannot be prevented
from clinging to the extracted sheets, the voids shall be continuously backfilled
as rapidly as possible. The Contractor shall thereafter limit the depth below
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subgrade that sheeting will be driven in similar soil conditions or employ other
appropriate means to prevent loss of support.

c. When backfilling around structures, do not backfill until concrete has sufficiently
cured (as determined by the CQA Engineer) and is properly supported. Place
backfill in a manner to avoid displacement or damage of structures.

Table 1: Required Embankment Properties

Item
Required %
Standard
Proctor
(ASTM D698)2
Required Moisture
Content3
Maximum Lift
Thickness
(Compacted)
(inches)
Embankment Beneath
Structures and Roads1 100 +/- 2% of Optimum
(std. Proctor) 8
Embankment 95
As Required for
Compaction
8
Backfill Around Structures 95 8
Backfill in Pipe Trenches 95 6
Unclassified Fill N/A N/A N/A

Notes:

1. Embankment beneath structures shall be considered to include a zone 10 feet out from
the foundation of the structure extending down to the natural ground on a 45° slope.
Embankment beneath roads shall be considered to include all embankment placed
within 3 vertical feet of the final wearing surface and shall also include shoulders.
2. Determine field density using ASTM D 6938, ASTM D 1556, ASTM D 2167, or ASTM D 2937.
3. Determine field moisture content using ASTM D 6938, ASTM D 2216, ASTM D 4643, or
ASTM D 4959.
4. The Engineer may allow exceptions to the above criteria for areas outside of the
containment area which are not subject to significant long-term loads.

END OF SECTION
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May 2016 Geotextiles Page 02240-1
SECTION 02240

GEOTEXTILES

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation of
Geotextiles including all necessary and incidental items as detailed or required for the
Contractor to complete the installation in accordance with the Contract Drawings and
these Specifications, except as noted below:

a. Geotextiles used as a Silt Fence is covered under Section 02270, Erosion and
Sedimentation Control, of these Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Erosion and Sedimentation Control 02270

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) and the American Association of State Highway and Transportation
Officials (AASHTO) are hereby made a part of these specifications.

ASTM D 4355 Standard Test Method for Deterioration of Geotextiles by
Exposure to Light, Moisture, and Heat in a Xenon-Arc Type
Apparatus.

ASTM D 4491 Standard Test Methods for Water Permeability of Geotextiles by
Permittivity.

ASTM D 4533 Standard Test Method for Trapezoid Tearing Strength of
Geotextiles.

ASTM D 4632 Standard Test Method for Grab Breaking Load and Elongation of
Geotextiles.

Geotextiles: For the proposed construction, a Type GT-S (Separator/Filter) Geotextile, is specified. The
Type GT-S Geotextile will be placed in between soil subgrade and aggregate in access roads and in
some erosion control and drainage applications.
WI High Point C&D Landfill Technical Specifications
May 2016 Geotextiles Page 02240-2
ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of
a Geotextile.

ASTM D 5261 Standard Test Method for Measuring Mass per Unit Area of
Geotextiles.

ASTM D 6241 Standard Test Method for the Static Puncture Strength of
Geotextiles and Geotextile Related Products Using a 50 mm
Probe.

AASHTO M 288 Standard Specification for Geotextiles.

4. Quality Assurance:

Quality Assurance during installation of Geotextiles will be provided by the Owner.

B. Materials

1. General:

The materials supplied under these Specifications shall consist of new, first-quality
products designed and manufactured specifically for the purpose of this work, which shall
have been satisfactorily demonstrated, by prior use, to be suitable and durable for such
purposes.

Labels on each roll of Geotextile shall identify the length, width, lot and roll numbers, and
name of Manufacturer.

2. The Type GT-S Geotextile shall be a nonwoven spunbonded or nonwoven needlepunched
synthetic fabric consisting of polyester or polypropylene manufactured in a manner
approved by the Engineer. Woven fabrics may be used in certain applications if approved
in advance by the Engineer.

3. All Geotextiles shall conform to the properties listed in Table 1 of this section.

C. Submittals

Prior to the installation of Geotextiles, the Contractor shall submit the following to the CQA
Engineer:

1. Mill Certificate and Sample: Prior to shipping to the site, the Contractor shall submit a
mill certificate or affidavit signed by a legally authorized official of the Manufacturer for
each type of Geotextile attesting that the Geotextiles meet the physical and manufacturing
requirements stated in these Specifications. The Contractor shall also submit a sample
of each Geotextile to be used. The samples shall be labeled with the product name and be
accompanied by the Manufacturer's specifications.

2. Shipping, Handling, and Storage Instructions: The Manufacturer's plan for shipping,
handling, and storage shall be submitted for review.
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May 2016 Geotextiles Page 02240-3
3. Seaming Procedures: Submit proposed seaming procedures including proposed method
and equipment.

4. Quality Control Certificates: For Geotextiles delivered to the site, quality control
certificates, signed by the Manufacturer's quality assurance manager shall be provided
which represent every roll of each type of Geotextile supplied. Each certificate shall have
the roll identification number(s), test methods, frequency, and test results. At a
minimum, the test results and frequency of testing shall be as shown in Table 2 of this
section.

5. Furnish copies of the delivery tickets or other approved receipts as evidence for materials
received that will be incorporated into the construction.

D. Construction

1. Shipping, Handling, and Storage:

All Geotextiles shall be shipped, handled, and stored in strict accordance with the
Manufacturer's recommendations.

2. Failing CQA Material Control Tests:

Geotextiles that are rejected upon testing shall be removed from the project site and
replaced at Contractor's cost. Sampling and CQA testing of Geotextiles supplied as
replacement for rejected material shall be performed by the CQA Engineer at
Contractor's cost.

3. Installation:

a. The surface receiving the Geotextiles shall be prepared to a relatively smooth
condition, free of obstructions, standing water, excessive depressions, debris,
and very soft, excessively wet, and/or loose pockets of soil. This surface shall be
approved by the CQA Engineer prior to Geotextile placement.

b. Geotextiles shall be placed to the lines and grades shown on the Contract
Drawings. At the time of installation, Geotextiles shall be rejected by the CQA
Engineer if they have defects, rips, holes, flaws, evidence of deterioration, or
other damage.

c. The Geotextiles shall be placed smooth and free of excessive wrinkles.

d. On slopes, Geotextiles shall be anchored at the top and unrolled down the slope.
In the presence of wind, all Geotextiles shall be weighted with sandbags or other
material as appropriate. Geotextiles uplifted by wind may be reused upon
approval by the CQA Engineer.

4. Seams:

a. all Geotextile seams shall be overlapped.
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May 2016 Geotextiles Page 02240-4
5. Repair Procedures:

a. Any Geotextile that is torn, punctured, or otherwise damaged shall be repaired or
replaced, as directed by the CQA Engineer, by the Contractor at no additional cost
to the Owner. The repair shall consist of a patch of the same type of Geotextile
placed over the failed areas and shall overlap the existing Geotextile a minimum
of 18 inches from any point of the rupture. Patches shall be spot sewn or heat
bonded so as not to shift during cover placement.

6. Cover Placement:

a. Except when designed to remain exposed, Geotextiles shall be covered in a timely
manner to limit potential UV damage. Unless otherwise approved by the
Engineer, covering shall occur within 30 days of installation. Extension of this
time may be considered by the Engineer based on weather conditions (i.e.
prolonged cloud cover during 30 day period) or technical information provided by
the Manufacturer that would justify an extension.

(1) The Engineer may conduct sampling and testing of any Geotextiles
exposed for a period longer than allowed to verify the material
properties. The cost associated with this testing and the subsequent
repair(s) shall be bourne solely by the Contractor regardless of the test
results. In no case will the maximum length of exposure be greater than
60 days without verification of material properties.

b. Placement of cover over Geotextiles shall be performed in a manner as to ensure
that the Geotextiles or underlying materials are not damaged. Cover material
shall be placed such that excess tensile stress is not mobilized in the Geotextile.

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May 2016 Geotextiles Page 02240-5
Table 1: Required Geotextile Properties

Property Test Method Units
Value1
Type GT-S
Geotextile Construction
(NW = Nonwoven)
(W = Woven)
----- ----- NW or W2
Mass per Unit Area (Unit
Weight) ASTM D 5261 oz/yd2 6
UV Resistance (500 hrs) ASTM D 4355 % 70
Strength Class4 AASHTO M 288 Class 2
Tensile Properties: ASTM D 4632
Grab Strength lbs 160 (NW)
250 (W)
Grab Elongation % > 50 (NW)
< 50 (W)
Puncture Resistance ASTM D 6241 lbs 410 (NW)
950 (W)
Trapezoidal Tear Strength ASTM D 4533 lbs 55 (NW)
90 (W)
Apparent Opening Size
(AOS) ASTM D 4751 U.S.
Sieve 70+
Permittivity ASTM D 4491 sec-1 1.0

Notes:
1. Minimum Average Roll Value (MARV).
2. Woven geotextiles shall be approved in advance by the Engineer. Woven geotextiles
formed exclusively with slit film fibers are not acceptable.
3. AASHTO M 288 criteria include the above listed requirements for: Tensile Properties,
Puncture Resistance, Trapezoidal Tear Strength, and Burst Strength.

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May 2016 Geotextiles Page 02240-6
Table 2: Required Manufacturer Quality Control Tests

Property Test Method Minimum Test Frequency
Mass per Unit Area (Unit Weight) ASTM D 5261 200,000 ft2
Ultraviolet Resistance (500 hrs) ASTM D 4355 Periodic
Tensile Properties ASTM D 4632 200,000 ft2
Apparent Opening Size (AOS) ASTM D 4751 Periodic
Permittivity ASTM D 4491 Periodic
Puncture Resistance ASTM D 6241 200,000 ft2
Trapezoidal Tear Strength ASTM D 4533 200,000 ft2

END OF SECTION

WI High Point C&D Landfill Technical Specifications
May 2016 Soil Liner Page 02250-1
SECTION 02250

SOIL LINER

A. Description

1. General:

a. The Contractor shall furnish all labor, material, and equipment to complete
installation of the Soil Liner including borrowing, hauling, screening, mixing,
stockpiling, discing, compacting, drying or wetting, removal of surface water,
removal of all previously placed material affected by adverse weather conditions
or construction disturbance, final grading and sealing, and all necessary and
incidental items as detailed or required to complete the Soil Liner, all in
accordance with the Contract Drawings and these Specifications.

b. The Contractor shall provide suitable soil from an on-site or off-site borrow site
that meets all requirements outlined in these Specifications for Soil Liner.

Off-site borrow sources shall be approved in advance by the Engineer. The
Contractor shall be responsible for all submittals required for Engineer approval
of off-site borrow sources.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Excavation 02222
Embankment 02223
CQA Manual Attached

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) are hereby made a part of these Specifications.

ASTM D 422 Standard Test Method for Particle Size Analysis of Soils.

ASTM D 698 Test Method for Laboratory Compaction Characteristics of Soil
Using Standard Effort (12,400 ft-lbf/ft3).

ASTM D 1556 Standard Test Method for Density and Unit Weight of Soil in
Place by the Sand-Cone Method.

Soil Liner: The Soil Liner(s) serves as a hydraulic containment barrier in the final cover system.
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ASTM D 2167 Standard Test Method for Density and Unit Weight of Soil in
Place by the Rubber Balloon Method.

ASTM D 2216 Standard Test Method for Laboratory Determination of Water
(Moisture) Content of Soil and Rock by Mass.

ASTM D 2488 Standard Practice for Description and Identification of Soils
(Visual-Manual Procedure).

ASTM D 2937 Standard Test Method for Density of Soil in Place by the Drive
Cylinder Method.

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

ASTM D 4643 Standard Test Method for Determination of Water (Moisture)
Content of Soil by the Microwave Oven Method.

ASTM D 4959 Standard Test Method for Determination of Water (Moisture)
Content of Soil by Direct Heating Method.

ASTM D 5084 Standard Test Method for Measurement of Hydraulic
Conductivity of Saturated Porous Materials Using a Flexible Wall
Permeameter.

ASTM D 6938 Standard Test Methods for In-Place Density and Water Content
of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow
Depth).

4. Quality Assurance:

Quality Assurance during placement of Soil Liner will be provided by the Owner as
described in the accompanying Project CQA Manual.

B. Materials

All material for Soil Liner shall conform to the requirements shown in Table 1 of this section.

C. Submittals

The Contractor shall submit the following to the CQA Engineer:

1. Before approval is given to proceed with test fill construction, the Contractor shall submit
descriptive information on compaction equipment to be used for construction of the Soil
Liner.

2. Off-Site Borrow Sources (If Applicable):

a. For each off-site borrow source for Soil Liner soils, the Contractor shall provide
the following information at least four weeks prior to placement of the Soil Liner:
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(1) The name, location, and owner of proposed borrow site, including a
topographic map and location map of the site.

(2) A certification submitted by an independent Registered Professional
Engineer that the proposed borrow site contains a minimum of double
the in-place volume of Soil Liner required to complete the work.

(3) A certification submitted by an independent Registered Professional
Engineer that the proposed borrow soils meet the requirements for Soil
Liner outlined in these Specifications. Certification shall include the
following minimum testing and test frequency:

Test (Test Method) Quantity
(Min.)
Atterberg Limits (ASTM D 4318)
Grain Size (with Hydrometer) (ASTM D 422)
Standard Proctor (ASTM D 698)
Natural Moisture Content (ASTM D 2216)
Hydraulic Conductivity (Lab Remolded) (ASTM D 5084)
10
10
5
10
5

Testing samples for certification shall be obtained from well distributed
locations within the proposed borrow area. All test data shall be
submitted with the soil certification.

b. The Contractor shall be responsible for maintaining quality of the Soil Liner
borrow source throughout construction and shall ensure that the borrow soil
meets the project criteria outlined in these Specifications. The Contractor shall
cooperate with the CQA Engineer so that the CQA Engineer has unlimited access
to the borrow area during construction for the purposes of sampling and testing
borrow soil.

c. If the borrow source does not meet the requirements outlined in these
Specifications, the Contractor shall be responsible for providing an alternative
borrow source at no cost to the Owner.

4. Survey Results:

Survey results for Soil Liner subgrade shall be submitted for review prior to placement of
Soil Liner. After completion of a segment of Soil Liner, survey results shall be submitted
for review prior to placement of overlying layers.

D. Construction

1. General:

a. All placement and compaction of Soil Liner shall be performed only when the
CQA Engineer is informed by the Contractor of intent to perform such work.

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b. The Contractor shall place and compact the Soil Liner to the lines and grades
shown on the Contract Drawings with the exception that a 0.15 foot overbuild at
the Contractor’s expense is allowed. Thickness requirements are minimum
values. The Contractor will perform all surveys necessary to establish and verify
lines and grades for all Soil Liner.

3. Borrow Soils:

a. The Contractor may haul borrow soil to an on-site stockpile area. Unless
otherwise allowed by the Engineer, borrow soil cannot be hauled directly to the
containment area for placement and compaction unless each load is monitored
and approved by the CQA Engineer prior to loading at the borrow site.

b. Any borrow soil not meeting the requirements for Soil Liner shall be rejected and
removed from the project site by the Contractor at no cost to the Owner.

4. Test Fill Construction:

The Contractor shall construct a test fill prior to construction of Soil Liner. The test fill
shall be at least 20 feet wide by 50 feet long and shall be compacted in lifts to the full
design thickness. The Contractor shall use materials and equipment for test fill
construction that the Contractor intends to use during construction.

No Soil Liner construction may be performed until the test fill construction is confirmed
to be adequate in accordance with the Project CQA Manual.

The Contractor shall amend construction techniques or equipment in order to meet all
criteria outlined for Soil Liner in these Specifications at no cost to the Owner.

5. Subgrade Preparation:

a. The CQA Engineer shall inspect the exposed subgrade prior to placement of Soil
Liner to assure that all rocks, topsoil, vegetation, roots, debris, or other
deleterious materials have been removed.

b. Prior to placement of Soil Liner, the exposed subgrade shall be proofrolled using
a static smooth-drum roller, loaded tandem axle dump truck, or other suitable
equipment in the presence of the CQA Engineer. Any soft or unsuitable subgrade
materials revealed before or during the in-place compaction shall be removed as
directed by the CQA Engineer and replaced with suitable materials.

6. Placement and Compaction:

a. All Soil Liner shall be placed in loose lifts no greater than the height of the feet
on compaction equipment to be used. The loose Soil Liner shall be free from
clods or rocks which exceed the sizes in Table 1. Where excessive sized clods do
occur, the Contractor shall break up the clods using methods approved by the
CQA Engineer.

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b. Lift compaction shall be performed with an appropriately heavy, properly
ballasted, penetrating-foot compactor. Compaction equipment shall be the same
as used in the test fill, unless otherwise approved by the Engineer.

Each lift shall be compacted prior to placement of succeeding lifts. The
maximum lift thickness shall be as shown in Table 2. In confined areas,
mechanical equipment, suitable for small areas and capable of achieving the
density requirements, shall be required.

c. The exposed surface of Soil Liner shall be protected from adverse weather
conditions or desiccation of the soil. This is commonly done by rolling the
surface of the Soil Liner with a smooth-drum roller at the end of each work day.
Alternative means of protecting the Soil Liner may be employed by the
Contractor.

d. The in-place Soil Liner shall conform to the requirements shown in Table 2 of
this section. If Soil Liner does not meet the specified requirements, the
Contractor shall rework the material, as may be necessary and continue
compaction to achieve these requirements, or remove and replace the material
to achieve the specified requirements, at Contractor's expense.

e. Any Soil Liner surface which is smooth, has a moisture content outside of the
specified moisture content range, as defined by ASTM D 698, or exhibits evidence
of desiccation cracking ½ inch deep or greater, shall be scarified to a depth of 1
to 3 inches and brought to a proper moisture content prior to placement of a
subsequent lift. This includes any Soil Liner surface that was previously seal
rolled for protection.

f. No Soil Liner shall be placed or compacted when soil temperatures are so low as
to produce ice lenses in the Soil Liner borrow soil.

g. Soil Liner placed on side slopes shall be placed and compacted in lifts which are
parallel to the slope. Lift criteria shall be as described herein.

k. Surfaces not properly maintained shall be repaired by the Contractor at no cost
to the Owner. A suitable surface for geosynthetics construction shall be a
surface maintained at the specified compaction and moisture content criteria
provided in these Specifications.

l. Locations of control stakes, in-place density tests, or other samples in the Soil
Liner shall be patched with compacted Soil Liner or sodium bentonite compacted
and hydrated in the holes.

7. Surveying:

a. Before placement of a segment of Soil Liner, the Soil Liner subgrade shall be
surveyed on 100 foot centers and at slope breaks (including all tops and toes of
slope, points of grade change, etc.) to ensure the top of the Soil Liner subgrade
slopes at grades specified on the Contract Drawings.

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b. After completion of a segment of Soil Liner, but before installation of subsequent
layers, the Soil Liner shall be surveyed on 100 foot centers and at slope breaks to
ensure:

(1) The specified thickness has been achieved.

(2) The top of the Soil Liner slopes at grades specified on the Contract
Drawings; and

(3) Soil Liner placed more than 0.15 feet beyond the limits of the lines and
grades as shown on the Contract Drawings will not be accepted and
must be removed at the Contractor’s expense if required by the
Engineer.

This work shall be performed at the Contractor=s cost by a registered surveyor.

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Table 1: Soil Liner Material Requirements

Property Test Method Value
Visual Classification ASTM D 2488
Clean natural fine-grained soil free from
organics, debris, or other detrimental material.
Soil type as required to achieve the hydraulic
conductivity criteria.
Clod Size ----- Maximum = ¾ inch (or less if required to
achieve hydraulic conductivity criteria)
Gradation ASTM D 422
Max. = ½ inch (finished Soil Liner surface)
Max. = 1½ inches (below finished Soil Liner
surface)
Atterberg Limits ASTM D 4318 As required based on soil type.
Hydraulic Conductivity
(Lab Remolded): ASTM D 50843
(Compacted Soil Barrier)
< 1 x 10-5 cm/s at a density of > 95% maximum
standard dry density and a moisture content >
optimum moisture content4

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Table 2: In-Place Soil Liner Requirements

Property Test Method Value
Density ASTM D 69381 > 95% maximum standard dry density4
Moisture Content ASTM D 69382 > optimum moisture content4
Maximum Lift Thickness
(Compacted): -----
(Compacted Soil Barrier) 9 inches
Hydraulic Conductivity
(Shelby Tube): ASTM D 50843
(Compacted Soil Barrier) < 1 x 10-5 cm/s
Completed Thickness Survey
(Compacted Soil Barrier) 18 inches minimum

Notes:
1. Optionally use ASTM D 1556, ASTM D 2167, or ASTM D 2937.
2. Optionally use ASTM D 2216, ASTM D 4643, or ASTM D 4959.
3. Maximum effective confining pressure and maximum hydraulic gradient as follows.
Backpressure as recommended by ASTM D 5084. Modifications of the maximum hydraulic
gradient may be allowed by the Engineer depending on actual hydraulic conductivity values.

Material Maximum Effective
Confining Pressure (psi) Maximum Hydraulic Gradient
Compacted Soil Barrier
(k < 1 x 10-5 cm/s) 5 15

4. Or as otherwise determined by remolded samples to achieve hydraulic conductivity criteria.

END OF SECTION
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WI High Point C&D Landfill Technical Specifications
May 2016 Vegetative Soil Layer Page 02258-1
SECTION 02258

VEGETATIVE SOIL LAYER

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation of
the VSL (including topsoil) for the landfill cover, including borrowing, hauling, spreading,
and final grading and all necessary and incidental items as detailed or required to
complete the VSL, all in accordance with the Contract Drawings and these Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
HDPE Pipe 02614
Drainage Geocomposite 02712
LLDPE Geomembrane 02778
Revegetation 02930
CQA Manual Attached

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) are hereby made a part of these Specifications.

ASTM D 422 Standard Test Method for Particle Size Analysis of Soils.

ASTM D 2487 Standard Practice for Classification of Soils for Engineering
Purposes (Unified Soil Classification System).

4. Quality Assurance:

Quality Assurance during placement of Vegetative Soil Layer will be provided by the
Owner as described in the accompanying Project CQA Manual.

B. Materials

Soil that meets all of the following requirements shall be classified as select soil fill for use in
construction of the VSL.

Vegetative Soil Layer (VSL): The Vegetative Soil Layer (VSL) is placed in the final cover system in order
to support permanent vegetative cover. This section includes the topsoil to be placed as the upper 6
inches of the VSL.
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1. Soil shall be classified according to the Unified Soil Classification System (USCS) as SM,
SC, CL-ML, ML, or CL (ASTM D 2487). Alternatives to these requirements must be
approved in advance by the Engineer. The Engineer shall verify that the upper geotextile
of the underlying Drainage Geocomposite is anticipated to perform acceptably as a filter
in contact with the selected soil(s) (if applicable).

2. Select soil fill materials shall be reasonably free of gypsum, ferrous, and/or calcareous
concretions and nodules, refuse, roots, or other deleterious substances.

3. Continuous and repeated visual inspection of the materials being used will be performed
by the Contractor to ensure proper soils are being used. In addition, the CQA Engineer
shall make frequent inspections of the placement operations and materials, and will
consult with the Engineer.

4. The VSL shall be uniform, smooth, and free of debris, rock, plant materials, and other
foreign material larger than 3 inches in diameter. The material should contain no sharp
edges. This material must be capable of supporting growth of vegetative cover.

5. Topsoil: The upper 6 inches of VSL shall be natural or blended soil material capable of
supporting the growth of vegetative cover.

C. Submittals

The Contractor shall submit the following to the CQA Engineer:

1. Before approval is given to proceed, the Contractor shall submit descriptive information
on placement equipment to be used in construction of the VSL.

2. Survey Results:

After completion of a segment of VSL, survey results shall be submitted for review prior
to VSL acceptance.

D. Construction

1. The VSL may be placed directly over geosynthetics and/or piping; thus, extreme caution
shall be exercised by the Contractor to prevent damage to these materials.

2. All placement and compaction of VSL shall be performed only when the CQA Engineer is
informed by the Contractor of intent to perform such work.

3. VSL shall be placed over geosynthetics only after areas have been released by the
Geosynthetics Installer and the CQA Engineer. VSL shall be placed as specified below:

a. The VSL, including topsoil, shall be placed and spread using low ground pressure
(6 psi or less) tracked equipment. The CQA Engineer shall approve the
equipment used to place the VSL.

b. Tracked equipment used to place and spread VSL shall operate on at least 1 foot
of material overlying geosynthetics and/or piping. Sharp turning of tracked
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equipment on the VSL will not be permitted.

c. On slopes of 6H:1V or steeper, VSL shall be placed and spread from the bottom
up unless otherwise approved by the Engineer. No material shall be dumped
down a slope.

d. VSL shall be placed and compacted to the lines and grades shown on the
Contract Drawings with the exception that a 0.15 foot overbuild at Contractor’s
expense is allowed. The Contractor will perform all surveys necessary to
establish and verify lines and grades for all VSL.

e. VSL shall be compacted by tracking the final lift with tracked equipment.

4. The VSL shall be spread in a manner that minimizes development of wrinkles or tension
in the underlying geosynthetics. Any portion of the underlying geosynthetics that
develops excessive wrinkles or crimp or is otherwise damaged shall be repaired by the
Geosynthetics Installer at no expense to the Owner.

a. VSL shall not be placed when conditions are warm enough to produce excessive
wrinkles in the underlying geosynthetics. Likewise, VSL shall not be placed when
conditions are cold enough to produce tension in the underlying geosynthetics.

b. If during spreading, excessive wrinkles develop, the Contractor shall adjust
placement and spreading methods, or cease until the underlying geosynthetics
cool and wrinkles decrease in size.

c. Wrinkles that exceed approximately 6 inches in height and cannot be eliminated
by amended placement and spreading methods or underlying geosynthetics that
become crimped shall be cut and repaired by the Geosynthetics Installer in a
method approved by the Engineer.

5. Stockpiling of VSL on the final cover shall be subject to advance approval by the Engineer.
Any hauling equipment (dump trucks, etc.) operating over geosynthetics shall have a
minimum of 3 feet of separation between the vehicle wheels and the Geomembrane.

6. The CQA Engineer may require removal of VSL and/or other underlying layers at the
Contractor's sole expense to allow examination of the underlying geosynthetics and/or
piping. Any damage to underlying layers or excessive wrinkling or crimping during
placement of the VSL shall be repaired in accordance with the applicable section of these
Specifications at the Contractor's sole expense.

7. After the specified thickness has been achieved and verified, the Contractor shall proceed
immediately with seeding.

8. Surveying:

After completion of a segment of VSL, the VSL shall be surveyed on 100 foot centers and
at slope breaks (including all tops and toes of slope, points of grade change, etc.) to
ensure:

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a. The specified thickness has been achieved. A hand auger or similar method may
be used to check for thickness at each location.

b. The top of the VSL slopes at grades specified on the Contract Drawings; and

c. VSL placed more than 0.15 feet beyond the limits of the lines and grades as
shown on the Contract Drawings will not be accepted and must be removed at
the Contractor's sole expense if required by the Engineer.

This work shall be performed at the Contractor’s cost by a registered surveyor.

END OF SECTION
DocuSign Envelope ID: 40E87038-5291-4F63-9E48-8FE1F509D745
WI High Point C&D Landfill Technical Specifications
May 2016 Erosion and Sedimentation Control Page 02270-1
SECTION 02270

EROSION AND SEDIMENTATION CONTROL

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation of
and maintain Erosion and Sedimentation Control measures and related work in
accordance with the Contract Drawings and these Specifications.

All Erosion and Sedimentation Control work shall be in accordance with the latest edition
of the North Carolina Erosion and Sediment Control Planning and Design Manual as well
as applicable regulations.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Geotextiles 02240
Rip Rap 02271
Rolled Erosion Control Products 02275
HDPE Pipe 02614
Revegetation 02930

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) are hereby made a part of these specifications.

ASTM D 3786 Test Method for Hydraulic Bursting Strength of Knitted Goods
and Nonwoven Fabrics: Diaphragm Bursting Strength Tester
Method.

ASTM D 4355 Standard Test Method for Deterioration of Geotextiles from
Exposure to Ultraviolet Light and Water (Xenon-Arc Type
Apparatus).

ASTM D 4491 Standard Test Methods for Water Permeability of Geotextiles by
Permittivity.

Erosion and Sedimentation Control: Erosion and Sedimentation Control is a system of construction
and engineered measures (devices, structures, practices, etc.) which act to minimize surface water
induced erosion of disturbed areas and the resulting off-site sedimentation.
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ASTM D 4533 Standard Test Method for Trapezoid Tearing Strength of
Geotextiles.

ASTM D 4632 Standard Test Method for Grab Breaking Load and Elongation of
Geotextiles.

ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of
a Geotextile.

ASTM D 4833 Standard Test Method for Index Puncture Resistance of
Geotextiles, Geomembranes, and Related Products.

B. Materials

1. Custom Basins:

Permanent sediment or detention basins shall be constructed as shown on the Contract
Drawings.

2. Permanent Drainage Channels, Diversions, Swales, and Ditches:

Permanent drainage channels, diversions, swales, and ditches shall be constructed as
shown on the Contract Drawings.

3. Silt Fence:

Silt fences shall be constructed as shown on the Contract Drawings and as needed,
based on the Contractor’s discretion and Engineer’s approval. The silt fence is a
permeable barrier erected within and downgradient of small disturbed areas to capture
sediment from sheet flow. It is made of filter fabric buried at the bottom, stretched, and
supported by posts and wire mesh backing. Silt fence shall conform to the following
properties:

a. Posts: Posts shall be 1.33 lb/linear foot steel (preferred) or wood with a
minimum length of 5 feet. Steel posts shall be “U” or “T”-type. Wood posts shall
have a minimum diameter of 4-inches.

b. Filter Fabric: Filter fabric shall be a woven geotextile made specifically for
sediment control. Filter fabric shall conform to the properties listed in Table 1 of
this section.

4. Geotextiles:

Geotextiles shall conform to the requirements of Section 02240, Geotextiles, of these
Specifications.

5. Stone Check Dams:

Stone check dams shall be constructed as shown on the Contract Drawings.

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6. Rip Rap:

Rip Rap shall conform to the requirements of Section 02271, Rip Rap, of these
Specifications.

7. Down Chutes and Pipes:

Down chutes and pipes shall be constructed as shown on the Contract Drawings.

8. Rolled Erosion Control Products (RECPs):

Rolled Erosion Control Products (RECPs) shall conform to the requirements of Section
02275, Rolled Erosion Control Products, of these Specifications.

9. Other Work:

In addition to the Erosion and Sedimentation Control measures shown on the Contract
Drawings, the Contractor shall provide adequate means to prevent any sediment from
entering any storm drains, drop inlets, ditches, streams, or bodies of water downstream
of any area disturbed by construction. Excavation materials shall be placed upstream of
any trench or other excavation to prevent sedimentation of off-site areas. In areas where
a natural buffer area exists between the work area and the closest stream or water
course, this area shall not be disturbed. All paved areas shall be scraped and swept as
necessary to prevent the accumulation of dirt and debris. Work associated with this
provision shall be considered incidental to the project and no separate payment will be
made.

10. Temporary and Permanent Ground Cover:

The Contractor shall provide temporary or permanent ground cover (or other acceptable
measure(s)) adequate to restrain erosion on erodible slopes or other areas within 21
calendar days following completion of any phase of grading. The Contractor shall provide
permanent ground cover for all disturbed areas within 15 working days or 90 calendar
days (whichever is shorter) following the completion of construction.

C. Submittals

The Contractor shall submit the following to the Engineer:

1. Submit a certification and summary of all required test results, prior to installation, that
all Erosion and Sedimentation Control materials manufactured for the project have been
produced in accordance with these Specifications.

2. Furnish copies of the delivery tickets or other approved receipts as evidence for materials
received that will be incorporated into construction.

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D. Construction

1. Establishment of Erosion and Sedimentation Control Measures:

a. All Erosion and Sedimentation Control measures will be constructed according to
the Contract Drawings and these Specifications.

b. Due to the nature of the work required by this Contract, it is anticipated that the
location and nature of the Erosion and Sedimentation Control measures may
need to be adjusted on several occasions to reflect the current phase of
construction.

c. Erosion and Sedimentation Control measures shall be established prior to the
work in a given area. Where such practice is not feasible, the Erosion and
Sedimentation Control measure(s) shall be established immediately following
completion of the clearing operation.

d. The construction schedule adopted by the Contractor will impact the placement
and need for specific measures required for the control of erosion. The
Contractor shall develop and implement such additional techniques as may be
required to minimize erosion and prevent or correct the discharge of sediment
outside the limits of construction (unless controlled by other on-site measure(s)).

e. The location and extent of Erosion and Sedimentation Control measures shall be
revised at each phase of construction that results in a change in either the
quantity or direction of surface runoff from construction areas. All deviations
from the control provisions shown on the Contract Drawings shall have the prior
approval of the Engineer.

2. Inspection and Maintenance of Erosion and Sedimentation Control Measures:

a. The Contractor shall furnish the labor, material, and equipment required for the
inspection and maintenance of all Erosion and Sedimentation Control measures.
Maintenance shall be scheduled as required for a particular measure to
maintain the removal efficiency and intent of the measure.

b. All Erosion and Sedimentation Control measures shall be inspected at least once
every seven calendar days and within 24 hours after any storm event of greater
than 0.5 inches of rain per 24 hour period and appropriate maintenance
conducted. A rain gauge shall be maintained on the site and a record of the
rainfall amounts and dates shall be kept properly.

c. Maintenance shall include, but not be limited to:

(1) The removal and satisfactory disposal of trapped or deposited sediments
from basins, traps, barriers, filters, and/or drainage features/devices;

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(2) Replacement of filter fabrics used for silt fences upon loss of efficiency;
and

(3) Replacement of any other components which are damaged or cannot
serve the intended use.

d. The Contractor shall accept and maintain any existing sediments that are
included in existing sediment traps or basins that accept or will accept
stormwater flow and or sediment accumulation from all areas within the
Contractor’s limits of construction.

e. Sediments removed from Erosion and Sedimentation Control measures shall be
disposed of in locations that will not result in off-site sedimentation as approved
by the Engineer.

f. All Erosion and Sedimentation Control measures shall be maintained to the
satisfaction of the Engineer until the site has been stabilized.

3. Graded Slopes and Fills:

The angle for graded slopes and fills shall be no greater than the angle that can be
retained by vegetated cover or other adequate measures.

4. Finish Grading:

All disturbed areas shall be uniformly graded to the lines, grades, and elevations shown
on the Contract Drawings. Except for certain erosion and sedimentation control
measures and other areas designated to impound water, all areas shall be graded to
drain. Finished surfaces shall be reasonably smooth, compacted, and free from irregular
surface changes. Unless otherwise specified, the degree of finish shall be that ordinarily
obtainable from either blade or scraper operations. Areas shall be finished to a
smoothness suitable for application of topsoil.

5. Revegetation:

Revegetation shall conform to the requirements of Section 02930, Revegetation, of these
Specifications.

6. Cleanup:

a. The Contractor shall remove from the site all subsoil excavated from his work
and all other debris including, but not limited to, branches, paper, and rubbish in
all landscape areas, and remove temporary barricades as the work proceeds.

b. All areas shall be kept in a neat, orderly condition at all times. Prior to final
acceptance, the Contractor shall clean up the entire landscaped area to the
satisfaction of the Engineer.

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Table 1: Required Silt Fence Filter Fabric Properties

Property Test Method Units Value1
Grab Tensile Strength2 ASTM D 4632 lbs 90 x 90
Grab Elongation ASTM D 4632 % 20 (Max.)
Ultraviolet Resistance (500 hrs) ASTM D 4355 % 80
Apparent Opening Size (AOS) ASTM D 4751 U.S. Sieve 30+
Permittivity ASTM D 4491 sec-1 0.05

Notes:
1. Minimum Average Roll Value (MARV).
2. Values for machine and cross machine direction (MD x XD), respectively.

END OF SECTION
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WI High Point C&D Landfill Technical Specifications
May 2016 Rip Rap Page 02271-1
SECTION 02271

RIP RAP

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation of
Rip Rap for protection of earthen slopes against erosion as indicated, including all
necessary and incidental items, in accordance with the Contract Drawings and these
Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Geotextiles 02240
Erosion and Sedimentation Control 02270

3. Reference Standards:

The latest revision of the following standards of the North Carolina Department of
Transportation (NCDOT) are hereby made a part of these Specifications.

NCDOT Standard Specifications for Roads and Structures (2006).

B. Materials

1. Rip Rap: Rip Rap shall be of the size indicated on the Contract Drawings and shall
conform to NCDOT Section 1042, Rip Rap Materials.

2. Geotextiles: Geotextiles shall conform to the requirements outlined in Section 02240,
Geotextiles, of these Specifications.

C. Submittals

The Contractor shall submit the following to the Engineer:

1. Submit a certification and summary of all required test results prior to installation, that
all Rip Rap has been produced in accordance with these Specifications.

Rip Rap: This section includes all rip rap aprons and channel protection.

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2. Furnish copies of the delivery tickets or other approved receipts as evidence for materials
received that will be incorporated into construction.

D. Construction

1. Surface Preparation:

a. Trim and dress all areas to conform to the Contract Drawings as indicated with
tolerance of 2 inches from theoretical slope lines and grades.

b. Bring areas that are below allowable minimum tolerance limit to grade by filling
with compacted Embankment material similar to adjacent material.

c. Geotextiles shall be placed as shown on the Contract Drawings and in
accordance with Section 02240, Geotextiles, of these Specifications.

d. Do not place any stone material on the prepared surface prior to inspection and
approval to proceed from the Engineer.

2. Placing Rip Rap:

Rip Rap shall be placed in accordance with NCDOT Section 876, Rip Rap.

END OF SECTION
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May 2016 Rolled Erosion Control Products Page 02275-1
SECTION 02275

ROLLED EROSION CONTROL PRODUCTS

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation of
all RECPs in accordance with the Contract Drawings and these Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Erosion and Sedimentation Control 02270
Revegetation 02930

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) are hereby made a part of these specifications.

ASTM D 4355 Standard Test Method for Deterioration of Geotextiles from
Exposure to Ultraviolet Light and Water (Xenon-Arc Type
Apparatus).

ASTM D 6475 Standard Test Method for Measuring Mass per Unit Area of
Erosion Control Blankets.

ASTM D 6524 Standard Test Method for Measuring the Resiliency of Turf
Reinforcement Mats.

ASTM D 6525 Standard Test Method for Measuring Nominal Thickness of
Permanent Erosion Control Products.

ASTM D 6566 Standard Test Method for Measuring Mass per Unit Area of Turf
Reinforcement Mats.

ASTM D 6818 Standard Test Method for Ultimate Tensile Properties of Turf
Reinforcement Mats.

Rolled Erosion Control Products: Rolled Erosion Control Products (RECPs) include erosion control
blankets (ECB) and turf reinforcement mats (TRM) placed in channels and on slopes.
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B. Materials

1. General:

The materials supplied under these Specifications shall consist of new, first-quality
products designed and manufactured specifically for the purpose of this work, which
shall have been satisfactorily demonstrated, by prior use, to be suitable and durable for
such purposes.

Labels on each RECP shall identify the length, width, product name, and name of
Manufacturer.

2. Erosion Control Blanket (ECB) (Single Net):

ECB (single net) shall consist of a machine-produced mat of straw or wood excelsior fiber
covered on the top side with a photodegradable extruded plastic or woven biodegradable
netting and sewn together with degradable thread. ECB (single net) shall also conform to
the properties listed in Table 1 of this section. ECB (single net) shall be S75, as
manufactured by North American Green, CURLEX I, as manufactured by American
Excelsior Company, LANDLOK S1, as manufactured by Propex Fabrics, or approved
equal.

Flexterra Flexible Growth Media (FGM), as manufactured by Profile Products, applied at a
minimum rate of 3,500 lbs/acre is an acceptable substitute for ECB to be placed on 2H:1V
slopes (a minimum rate of 3,000 lbs/acre shall be used on 3H:1V slopes).

3. Turf Reinforcement Mat (TRM) (Type 1):

TRM (Type 1) shall consist of a dense web of crimped and interlocking polypropylene
fibers positioned between two biaxially oriented nets and mechanically bound together by
parallel stitching with polypropylene thread. TRM (Type 1) shall be designed to
accelerate seedling emergence, exhibit high resiliency, and possess strength and
elongation properties to limit stretching in a saturated condition. TRM (Type 1) shall be
stabilized against chemical and UV degradation which are normally found in a natural soil
environment and shall have no biodegradable components. TRM (Type 1) shall also
conform to the properties listed in Table 1 of this section. TRM (Type 1) shall be
LANDLOK TRM 435, as manufactured by Propex Fabrics, or approved equal.

4. Anchors: Anchors for RECPs shall consist of machine made staples of No. 8 gauge new
steel wire formed into a “U” shape. The size when formed shall be not less that 8 inches
in length with a throat of not less than 1 inch in width. Longer anchors may be required
for loose soils. Other anchors, such as metal pins or plastic pegs, may also be used if
approved in advance by the Engineer.

C. Submittals

The Contractor shall submit the following to the Engineer:

1. Mill Certificate and Sample: Prior to shipping to the site, the Contractor shall submit a
mill certificate or affidavit signed by a legally authorized official of the Manufacturer for
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each RECP attesting that each RECP meets the physical and manufacturing
requirements stated in these Specifications. The Contractor shall also submit a sample
of each RECP to be used. The sample shall be labeled with the product name and be
accompanied by the Manufacturer's specifications.

2. Installation Guidelines/Instructions: The Manufacturer's guidelines/instructions for
installation shall be submitted for review.

3. Furnish copies of delivery tickets or other approved receipts as evidence for materials
received that will be incorporated into the construction.

D. Construction

1. Shipping, Handling, and Storage:

All RECPs shall be shipped, handled, and stored in strict accordance with the
Manufacturer's recommendations.

2. Installation - General:

a. Placing of RECPs shall be done immediately following seeding. Seeding shall be
performed in accordance with Section 02930, Revegetation, of these
Specifications.

b. RECPs shall be placed to the lines and grades shown on the Contract Drawings.
The earth surface shall be smooth and free from stones, clods, or debris which
will prevent the contact of the RECP with the soil. Care shall be taken to
preserve the required line, grade, and cross section of the area.

c. RECPs shall be unrolled in the direction of the flow of water and shall be applied
without stretching so that it will lie smoothly but loosely on the soil surface.

d. At the time of installation, RECPs shall be rejected, if they have defects, rips,
holes, flaws, evidence of deterioration, or other damage.

e. The Engineer may require adjustments in the installation requirements to fit
individual conditions.

3. Installation - Channels:

RECPs installed in channels shall be unrolled parallel to the direction of water flow. The
first roll shall be centered longitudinally in the channel and anchored with staples.
Subsequent rolls shall be installed outward to the edges of the channel and be lapped to
allow installation of a common row of anchors. RECP ends shall be overlapped with the
upstream ends on top (“shingled”). Refer to the Contract Drawings and/or the
Manufacturer’s installation guidelines/instructions for installation details.

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4. Installation - Slopes:

RECPs installed on slopes shall be oriented in vertical strips and anchored. Subsequent
rolls shall be installed outward to the edge(s) of the original roll and be lapped to allow
installation of a common row of anchors. RECP ends shall be shingled. Refer to the
Contract Drawings and/or the Manufacturer’s installation guidelines/instructions for
installation details.

5. Maintenance:

Maintenance of RECPs shall be in accordance with Section 02270, Erosion and
Sedimentation Control, of these Specifications.

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Table 1: Required Rolled Erosion Control Product Properties

Property Test Method Units Value1
Erosion Control Blanket (ECB) (Single Net)
Mass per Unit Area ASTM D 6475 lbs/yd2
0.5 + 10%
(Straw)
0.7 + 10%
(Excelsior)
Tensile Strength2 ASTM D 6818 lbs/ft 50 x 65
Tensile Elongation ASTM D 6818 % 20
Maximum Permissible Shear
Stress (Un-Vegetated) ----- lbs/ft2 1.55
Functional Longevity ----- months 12
Turf Reinforcement Mat (TRM) (Type 1)
Mass per Unit Area ASTM D 6566 oz/yd2 8
Thickness ASTM D 6525 inches 0.35
Tensile Strength2 ASTM D 6818 lbs/ft 225 x 175
Tensile Elongation ASTM D 6818 % 50 (max.)
Resiliency ASTM D 6524 % 80
UV Resistance (1,000 Hours) ASTM D 4355 % 80
Maximum Permissible Shear
Stress (Long-Term Vegetated) Large Scale lbs/ft2 5

Notes:

1. Typical for ECB; Minimum Average Roll Value (MARV) for TRM.
2. Values for machine and cross machine direction (MD x XD), respectively.

END OF SECTION
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SECTION 02614

HIGH DENSITY POLYETHYLENE (HDPE) PIPE

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation
of HDPE Pipe in accordance with the Contract Drawings and these Specifications. The
Contractor shall also clean and test pipelines where required.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Excavation 02222
Embankment 02223
Landfill Gas Wells/Vents 13252

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) are hereby made a part of these specifications.

ASTM D 638 Standard Test Method for Tensile Properties of Plastics.

ASTM D 790 Standard Test Methods for Flexural Properties of Unreinforced
and Reinforced Plastics and Electrical Insulating Materials.

ASTM D 1238 Standard Test Method for Flow Rates of Thermoplastics by
Extrusion Plastometer.

ASTM D 1505 Standard Test Method for Density of Plastics by the Density-
Gradient Technique.

ASTM D 1603 Standard Test Method for Carbon Black in Olefin Plastics.

ASTM D 2837 Standard Test Method for Obtaining Hydrostatic Design Basis for
Thermoplastic Pipe Materials.

ASTM D 3035 Standard Specification for Polyethylene (PE) Plastic Pipe (DR-
PR) Based on Controlled Outside Diameter.
High Density Polyethylene (HDPE) Pipe: HDPE Pipe is used in the stormwater and landfill gas vent
systems.
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ASTM D 3261 Standard Specification for Butt Heat Fusion Polyethylene (PE)
Plastic Fittings for Polyethylene (PE) Plastic Pipe and Tubing.

ASTM D 3350 Standard Specification for Polyethylene Plastics Pipe and Fitting
Materials.

ASTM F 412 Standard Terminology Relating to Plastic Piping Systems.

ASTM F 714 Standard Specification for Polyethylene (PE) Plastic Pipe (SDR-
PR) Based on Outside Diameter.

ASTM F 1417 Standard Test Method for Installation Acceptance of Plastic
Gravity Sewer Lines Using Low-Pressure Air.

ASTM F 1473 Standard Test Method for Notch Tensile Test to Measure the
Resistance to Slow Crack Growth of Polyethylene Pipes and
Resins.

ASTM F 2164 Standard Practice for Field Leak Testing of Polyethylene (PE)
Pressure Piping Systems Using Hydrostatic Pressure.

4. Quality Control:

The Contractor shall perform pressure testing of HDPE Pipe as described in this section.

5. Quality Assurance:

Quality Assurance during placement of HDPE Pipe will be provided by the Owner as
described in the accompanying Project CQA Manual.

B. Materials

1. All HDPE Pipe shall be manufactured from new materials meeting the physical
requirements shown in Table 1 of this section.

2. All HDPE Pipe shall have smooth interior walls and the DR (dimension ratio) and
diameter of the pipe shall be as shown on the Contract Drawings.

3. All HDPE Pipe having an outside diameter 3.5 inches and larger shall meet the
requirements of ASTM F 714. All HDPE Pipe having an outside diameter less than 3.5
inches shall meet the requirements of ASTM D 3035.

4. Visible defects, such as cracks, creases, crazing, non-uniformly pigmented areas, or
undispersed raw materials shall not be acceptable and will result in rejection of the pipe
by the CQA Engineer.

5. Pipe Perforations: The perforations of the perforated HDPE Pipe shall be as shown on
the Contract Drawings.
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WI High Point C&D Landfill Technical Specifications
May 2016 HDPE Pipe Page 02614-3

6. All HDPE Pipe fittings shall be in accordance with ASTM D 3261 and shall be pressure
rated to match the system piping. The fittings shall be manufactured from the same
materials as the pipe itself. The butt fusion outlets of fittings shall be machined to the
same DR as the system piping to which they are to be fused.

C. Submittals

The Contractor shall submit the following to the CQA Engineer:

1. Submit a certification and summary of all required test results, prior to installation, that
all HDPE Pipe manufactured for the project has been produced in accordance with these
Specifications.

2. Submit a copy of the HDPE Pipe Manufacturer's recommendations for shipping, handling,
and storage of pipe.

3. Furnish copies of the delivery tickets or other approved receipts as evidence for
materials received that will be incorporated into construction.

4. Survey Results:

After placement of HDPE Pipe, survey results shall be submitted for review prior to
acceptance.

D. CONSTRUCTION

1. Shipping , Handling, and Storage:

All HDPE Pipe shall be shipped, handled, and stored in strict accordance with the
Manufacturer's recommendations.

2. HDPE Pipe Installation:

a. The Contractor shall install HDPE Pipe to the lines and grades shown on the
Contract Drawings. Line and grade of piping shall be maintained with laser or
approved equivalent. The Contractor shall give the CQA Engineer sufficient
notice so that the he may observe field location and installation activities.

b. Excavation for buried lines shall be backfilled as directed by the Engineer as
shown on the Contract Drawings. Sand backfill or approved soil backfill
compacted to at least 95 percent of the Standard Proctor dry density (ASTM D
698) shall be used.

Sharp stones or other potentially damaging material shall be removed from the
base of the trench prior to placement of the piping. A leveling course, as
required, shall consist of sand or other approved material.

c. Pipe Connections: Joining of HDPE Pipe shall be as follows:
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(1) General pipe sections shall be butt-fusion welded according to the
Manufacturer's recommendations and shall be performed by an
appropriately trained fusion technician.

(2) Pipe ends to be butt-fusion welded shall be clean and dry at the time of
welding. No welding shall occur during precipitation or excessive
moisture.

(3) The Contractor shall grind burrs or other potentially damaging areas in
the welds prior to placement of the pipe.

(4) Specified bolted pipe connections shall be made as specified on the
Contract Drawings using stainless steel hardware and neoprene
gaskets.

(5) Polyethylene stub ends and flanges must be at the ambient temperature
of the surrounding soil at the time they are bolted tight to prevent
relaxation of the flange bolts and loosening of the joint due to thermal
contraction of the polyethylene.

(6) Properly executed electrofusion fittings may be used.

(7) Where piping is designed to be inspected and cleaned via cleanout ports,
appropriate fittings shall be used to facilitate movement of inspection
and cleaning tools along the length of the pipe.

d. Perforated HDPE Pipe shall be placed during construction as shown on the
Contract Drawings.

3. Cleaning:

a. All HDPE Pipe shall be cleaned of any accumulation of silt, debris, or foreign
matter of any kind and shall be kept clear of such accumulation until final
acceptance of the work.

4. Pressure Testing:

a. All solid piping where factory or field joints have been performed requires
pressure testing prior to approval by the CQA Engineer, except as noted below:

(1) Any unjointed section of pipe showing visual signs of damage or that is of
questionable quality may be required to be pressure tested as directed
by the CQA Engineer.

(2) Cleanout risers within the containment areas do not require pressure
testing.

b. Pressure testing shall be conducted by the Contractor in a manner approved by
the Engineer. Such testing shall be observed by the CQA Engineer.
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c. Down Pipes: Down pipes shall be tested using low-pressure air in accordance
with ASTM F 1417.

d. The pressures used in testing must not exceed the working pressure of the
lowest rated component in the system (i.e. valves, meters, flanges, unions, etc.).
The Manufacturer's recommendation for pressure testing may also be
acceptable as an alternative if approved in advance by the Engineer.

e. Pressure testing of short sections of piping to be placed in confined or
inaccessible areas may be pressure tested by the Contractor prior to installation
when approved by the Engineer. Temporary fittings, etc. required to plug section
ends shall be provided by the Contractor at no expense to the Owner.

f. Any piping that does not meet the pressure test criteria shall be repaired and
retested at the Contractor's expense. No piping shall be approved until
successful pressure testing is completed.

5. Surveying:

The Contractor shall survey all HDPE Pipe on 100 foot centers and at bends to ensure the
proper location and grade of the piping.

6. All waste materials removed during installation of HDPE Pipe shall be disposed of on site
in the active lined landfill as directed by the Owner and Engineer. The Contractor shall
weigh waste materials at the facility scales prior to disposal. No tipping fee will be
charged to the Contractor for disposal of these wastes.

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May 2016 HDPE Pipe Page 02614-6
Table 1: Required HDPE Pipe Properties

Property Test Method Units Value1
Material Designation ASTM D 412 ----- PE 3408
Cell Classification ASTM D 3350 ----- 345464 C
Density ASTM D 1505 g/cm3 0.955
Melt Flow Index ASTM D 1238 g/10 min 0.1
Flexural Modulus ASTM D 790 psi 130,000
Tensile Strength @ Yield ASTM D 638 psi 3,200
SCG (PENT) ASTM F 1473 hours > 100
Hydrostatic Design Basis at 73° F ASTM D 2837 psi 1,600
UV Stabilizer ASTM D 1603 % Carbon Black 2 - 3%

Notes:
1. Nominal Values.

END OF SECTION

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WI High Point C&D Landfill Technical Specifications
April 2019 Drainage Aggregate (Underdrain) Page 02710-1
SECTION 02710

DRAINAGE AGGREGATE (UNDERDRAIN)

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete the
installation of Drainage Aggregate in accordance with the Contract Drawings and these
Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Geotextiles 02240
CQA Manual Attached

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) and the North Carolina Department of Transportation (NCDOT) are
hereby made a part of these specifications.

ASTM C 136 Standard Test Method for Sieve Analysis of Fine and Coarse
Aggregates.

ASTM D 2434 Standard Test Method for Permeability of Granular Soils
(Constant Head).

ASTM D 3042 Standard Test Method for Insoluble Residue in Carbonate
Aggregates.

NCDOT Standard Specifications for Roads and Structures.

Drainage Aggregate: Drainage Aggregate includes drainage collection media and coarse aggregate,
which is placed in the underdrain for the purpose of groundwater collection and conveyance.
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April 2019 Drainage Aggregate (Underdrain) Page 02710-2
4. Quality Assurance:

Quality Assurance during placement of Drainage Aggregate will be provided by the Owner
as described in the accompanying Project CQA Manual.

B. Materials

1. Coarse Aggregate:

a. Coarse aggregate (NCDOT No. 57 or alternate gradation if approved by the
Engineer) from a non-carbonate source (< 15% carbonate content by ASTM D
3042) shall be placed within the Underdrain as shown on the Contract Drawings
and shall be approved by the Engineer at least two (2) weeks prior to
construction.

b. Coarse aggregate shall be sound, durable, and free from seams, cracks, or other
structural defects. The material shall be free of shale, clay, friable materials, and
debris. Coarse aggregate consisting of long, thin, and/or angular particles may
be rejected at the sole discretion of the Engineer.

c. The coarse aggregate shall meet the following gradation criteria and have a
coefficient of permeability of 1 cm/sec. (ASTM D 2434) or greater.

Sieve Size Percent Passing
1½ Inch 100
1 Inch 95-100
½ Inch 25-60
No. 4 0-10
No. 8 0-5
No. 200 0-2

C. Submittals

The Contractor shall submit the following to the Engineer:

1. Before approval is given to proceed, the Contractor shall submit descriptive information
on equipment to be used for placement of the Drainage Aggregate.

2. The Contractor shall submit at least two bulk samples each of the coarse aggregate from
each material source for approval at least two weeks prior to beginning construction of
the leachate collection system. Along with the bulk samples, the Contractor shall also
submit a certification from each material source that the materials proposed meet the
specified gradation requirements.

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3. Survey Results:

After completion of the underdrain, survey results shall be submitted for review prior to
installation of additional embankment material.

D. Construction

1. Failing CQA Material Control Tests:

Drainage Aggregate that is rejected upon testing shall be removed from the project site
and replaced at Contractor's cost. Sampling and CQA testing of Drainage Aggregate
supplied as replacement for rejected material shall be performed by the CQA Engineer at
the Contractor's cost.

2. The Drainage Aggregate is placed directly over geotextiles; thus, extreme caution shall be
exercised by the Contractor to prevent damage to these materials.

3. All placement of Drainage Aggregate shall be performed only when the Engineer is
informed by the Contractor of intent to perform such work.

4. The Contractor shall exercise care in maintaining a true line and grade during placement
and spreading of Drainage Aggregate.

5. Drainage Aggregate shall be placed over only after areas have been released by the
Engineer. Drainage Aggregate shall be placed as specified below:

a. Drainage Aggregate shall be placed and spread using tracked equipment. The
CQA Engineer shall approve the equipment used to place Drainage Aggregate.

b. Tracked equipment used to place and spread Drainage Aggregate shall operate
on at least 1 foot of material overlying geotextiles. Sharp turning of tracked
equipment on the Drainage Aggregate will not be permitted.

c. On slopes of 6H:1V or steeper, Drainage Aggregate shall be placed and spread
from the bottom up unless otherwise approved by the Engineer. No material
shall be dumped down a slope.

d. Drainage Aggregate shall not be compacted within the limits of the underdrain.

e. Drainage Aggregate shall be placed to the lines and grades as shown on the
Contract Drawings except that a 0.15 foot overbuild at the Contractor’s expense is
allowed.

6. The Drainage Aggregate shall be spread in a manner that minimizes development of
wrinkles or tension in the underlying geotextile. Any portion of the underlying geotextile
that develops excessive wrinkles or crimp or is otherwise damaged shall be repaired at
no expense to the Owner.

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a. If during spreading, excessive wrinkles develop, the Contractor shall adjust
placement and spreading methods, or cease until the underlying geosynthetics
cool and wrinkles decrease in size.

b. Wrinkles that exceed approximately 6 inches in height and cannot be eliminated
by amended placement and spreading methods or underlying geotextiles that
become crimped shall be cut and repaired by the Contractor in a method
approved by the Engineer.

7. The Contractor shall minimize equipment operations directly over coarse aggregate.

8. Surveying:

After completion of the underdrain Drainage Aggregate, the extent of the Drainage
Aggregate shall be surveyed on 50 foot centers and at slope breaks (including all tops and
toes of slope, points of grade change, etc.) to ensure:

a. The minimum thickness has been achieved;

b. The minimum width has been achieved; and

c. The top of the Drainage Aggregate slopes at grades specified on the Contract
Drawings.

This work shall be performed at the Contractor’s cost by a registered surveyor.

END OF SECTION

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WI High Point C&D Landfill Technical Specifications
May 2016 Drainage Geocomposite Page 02712-1
SECTION 02712

DRAINAGE GEOCOMPOSITE

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation of
DGC, including all necessary and incidental items, in accordance with the Contract
Drawings and these Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Vegetative Soil Layer 02258
HDPE Pipe 02614
LLDPE Geomembrane 02778
CQA Manual Attached

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) are hereby made a part of these specifications.

ASTM D 1505 Standard Test Method for Density of Plastics by the Density-
Gradient Technique.

ASTM D 1603 Standard Test Method for Carbon Black in Olefin Plastics.

ASTM D 4218 Standard Test Method for Determination of Carbon Black
Content in Polyethylene Compounds By the Muffle-Furnace
Technique.

ASTM D 4355 Standard Test Method for Deterioration of Geotextiles by
Exposure to Light, Moisture, and Heat in a Xenon-Arc Type
Apparatus.

ASTM D 4491 Standard Test Methods for Water Permeability of Geotextiles by
Permittivity.

Drainage Geocomposite (DGC): The Drainage Geocomposite (DGC) consists of a geonet drainage core
and heat-bonded nonwoven geotextile. The purpose of the DGC is to rapidly transmit flow to collection
piping.
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ASTM D 4632 Standard Test Method for Grab Breaking Load and Elongation of
Geotextiles.

ASTM D 4716 Standard Test Method for Constant Head Hydraulic
Transmissivity (In-Plane Flow) of Geotextiles and Geotextile
Related Products.

ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of
a Geotextile.

ASTM D 5199 Standard Test Method for Measuring Nominal Thickness of
Geotextiles and Geomembranes.

ASTM D 5261 Standard Test Method for Measuring Mass per Unit Area of
Geotextiles.

ASTM D 5321 Standard Test Method for Determining the Coefficient of Soil and
Geosynthetic or Geosynthetic and Geosynthetic Friction by the
Direct Shear Method.

ASTM D 6241 Standard Test Method for the Static Puncture Strength of
Geotextiles and Geotextile Related Products Using a 50 mm
Probe.

ASTM D 6243 Standard Test Method for Determining the Internal and Interface
Shear Resistance of Geosynthetic Clay Liner by the Direct Shear
Method.

ASTM D 7005 Standard Test Method for Determining the Bond Strength (Ply
Adhesion) of Geocomposites.

ASTM D 7466 Standard Test Method for Measuring the Asperity Height of
Textured Geomembrane.

4. Quality Control:

The Contractor shall perform Quality Control tests in accordance with Table 3 of this
section.

5. Quality Assurance:

Quality Assurance during installation of DGC will be provided by the Owner as described
in the accompanying Project CQA Manual.

B. Materials

1. General:

The materials supplied under these Specifications shall consist of new, first-quality
products designed and manufactured specifically for the purpose of this work, which
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shall have been satisfactorily demonstrated, by prior use, to be suitable and durable for
such purposes.

Labels on each roll of DGC shall identify the length, width, lot and roll numbers, and
name of Manufacturer.

2. The geonet drainage core shall be manufactured by extruding polyethylene strands to
form a three dimensional structure to provide planer water flow.

3. A nonwoven needlepunched geotextile, consisting of polyester or polypropylene and
manufactured in a manner approved by the Engineer, shall be heat-bonded to the geonet
drainage core. Roll edges shall have a maximum unbonded length of 6 inches, unless
otherwise approved by the Engineer. Heat bonding shall be performed by the
Manufacturer prior to shipping to the site.

4. Final Cover Drainage Geocomposite:

Final Cover DGC shall have a nonwoven geotextile heat-bonded to both sides of the
geonet drainage core. Physical properties of the DGC shall be as shown in Table 1 of this
section.

Alternatively, the Final Cover DGC may consist of a series of small diameter pipes bonded
on both sides within two non-woven geotextiles. This material shall be Draintube or
approved equal meeting the geotextile and geocomposite properties as shown in Table 1
of this section.

C. Submittals

Prior to DGC installation, the Contractor shall submit the following to the CQA Engineer:

1. Mill Certificate and Sample: Prior to shipping to the site, the Contractor shall submit a
mill certificate or affidavit signed by a legally authorized official of the Manufacturer for
the DGC attesting that the DGC meets the physical and manufacturing requirements
stated in these Specifications. The Contractor shall also submit a sample of the DGC to
be used. The sample shall be labeled with the product name and be accompanied by the
Manufacturer's specifications.

2. Shipping, Handling, and Storage Instructions: The Manufacturer's plan for shipping,
handling, and storage shall be submitted for review.

3. Seaming Procedures:

Submit proposed seaming procedures including proposed method and equipment.

4. Quality Control Certificates: For DGC delivered to the site, quality control certificates,
signed by the Manufacturer's quality assurance manager shall be provided which
represent every roll of DGC. Each certification shall have the roll identification
number(s), test methods, frequency, and test results. At a minimum, the test results and
frequency of testing shall be as shown in Table 2 of this section.

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5. Contractor Quality Control Test Results: The Contractor shall provide the results of
required testing.

6. Furnish copies of delivery tickets or other approved receipts as evidence for materials
received that will be incorporated into the construction.

D. Construction

1. Shipping, Handling, and Storage:

All DGC shall be shipped, handled, and stored in strict accordance with the
Manufacturer's recommendations.

2. Failing CQA Material Control Tests:

DGC that is rejected upon testing shall be removed from the project site and replaced at
Contractor's cost. Sampling and quality assurance testing of DGC supplied as
replacement for rejected material shall be performed by the CQA Engineer at
Contractor's cost.

3. Installation:

a. The DGC shall be placed only on Geomembrane that has been approved by the
Geomembrane Installer and accepted by the CQA Engineer. The Contractor shall
remove debris, including sediment to the degree possible, from the
Geomembrane prior to placement of the DGC.

b. DGC shall be placed to the lines and grades shown on the Contract Drawings. At
the time of installation, the DGC shall be rejected, if it has defects, rips, holes,
flaws, evidence of deterioration, or other damage. Isolated areas of up to 1
square yard where the geotextile has become delaminated from the geonet
drainage core may be allowed by the CQA Engineer as long as there appears to
be a good bond between the geotextile and the geonet in surrounding areas.
Rolls where the geotextile appears to be easily delaminated from the geonet
such as by foot or ATV traffic shall be rejected.

c. Orientation: If the DGC transmits flow in a predominant direction (typically along
the roll length), then the DGC shall be installed with the predominant flow
direction laid approximately perpendicular to contour lines (i.e. in the direction of
the slope) or as specified by the Engineer. Otherwise, DGC shall be installed with
the machine direction (along the roll length) generally in the direction of flow or
as specified by the Engineer.

d. The DGC shall be placed smooth and free of excessive wrinkles.

e. The Contractor shall provide temporary anchorage of the DGC at the top of
perimeter and interior berms during installation as necessary to prevent
movement during construction. Such anchorage may include sandbags and the
like, as approved by the CQA Engineer. Permanent bonding to the Geomembrane
shall be prohibited.
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4. Seams:

a. All seams constructed on slopes of 6H:1V or steeper or within 10 feet of the toe of
a slope of 6H:1V or steeper shall be vertical seams, except where slope lengths
exceed standard roll lengths and elsewhere as approved in advance by the
Engineer. Where allowed by the Engineer, end seams on slopes of 6H:1V or
steeper shall be staggered a minimum of 5 feet between adjacent rolls.

b. Geonet Drainage Core: The geonet drainage core shall be laid with a 3 inch
minimum overlap seam along roll edges and a 6 inch minimum overlap seam
along roll ends and shall be secured using plastic ties. Ties shall be placed every
5 feet along roll edges; every 12 inches along roll ends; and every 6 inches in the
anchor trench.

c. Geotextile Component(s): Where applicable, the bottom geotextile of the DGC
shall be overlapped with the same of the adjacent rolls. The top geotextile of the
DGC shall be continuously sewn or heat bonded to the same of the adjacent rolls
with methods approved by the Engineer.

(1) Seams to be sewn shall be sewn using a Type 401 stitch. One or two
rows of stitching may be used. Each row of stitching shall consist of 4 to
7 stitches per inch. The minimum distance from the geotextile edge to
the stitch line nearest to that edge (seam allowance) shall be 1.5 inches
if a Type SSa (prayer or flat) seam is used. The minimum seam
allowance for all other seam types shall be 1.0 inches.

(2) Seams to be heat bonded shall be bonded using hot plate, hot knife,
ultrasonic, or other approved devices.

5. Repairs:

Any DGC that is torn, crushed, punctured, or otherwise damaged shall be repaired or
replaced, as directed by the CQA Engineer, by the Contractor at no additional cost to the
Owner. The repair shall consist of a patch of the same type of material, placed over the
damaged area and shall overlap the existing material a minimum of 12 inches from any
point of the damage. The patch shall be connected to the geonet drainage core of the
damaged material using plastic cable ties at a 6 inch spacing and the upper geotextile of
the patch shall be spot sewn or heat bonded to the upper geotextile of the damaged
material. A geotextile patch, spot sewn or heat bonded to the damaged material, may be
used where damage is to only that portion of the DGC.

6. Cover Placement:

a. DGC shall be covered in a timely manner to limit potential UV damage. Unless
otherwise approved by the Engineer, covering shall occur within 30 days of
installation. Extension of this time may be considered by the Engineer based on
weather conditions (i.e. prolonged cloud cover during 30 day period) or technical
information provided by the Manufacturer that would justify an extension.

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(1) The Engineer may conduct sampling and testing of any DGC exposed for
a period longer than allowed to verify the material properties. The cost
associated with this testing and the subsequent repair(s) shall be bourne
solely by the Contractor regardless of the test results. In no case will the
maximum length of exposure be greater than 60 days without verification
of material properties.

b. Placement of materials over DGC shall be performed in a manner as to ensure
that DGC and the underlying geosynthetics are not damaged; minimal slippage of
DGC on the underlying geosynthetics occurs; no excess tensile stresses occur in
the DGC; and that no portion of the DGC develops excessive wrinkles or crimp.
Wrinkles that exceed approximately 6 inches in height and cannot be eliminated
by amended placement and covering methods or DGC that becomes crimped
shall be cut and repaired by the Geosynthetics Installer in a method approved by
the Engineer.

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Table 1: Required Drainage Geocomposite Properties

Property Test Method Units Value
Geonet:
Thickness ASTM D 5199 inches 0.25 (See Note 1)
Density ASTM D 1505 g/cm3 0.94
Carbon Black Content ASTM D 1603/D 4218 % 2-3
Geotextile:
Mass per Unit Area (Unit Wt.) ASTM D 5261 oz/yd2 6
Tensile Properties: ASTM D 4632
Grab Strength lbs 160
Grab Elongation % > 50
Puncture Resistance ASTM D 6241 lbs 410
Apparent Opening Size (AOS) ASTM D 4751 U.S. Sieve 70+
Permittivity ASTM D 4491 sec-1 1.0
Ultraviolet Resistance (500 hrs) ASTM D 4355 % 70
Geocomposite:
Ply Adhesion ASTM D 7005 lb/inch 2.0 Typ.
1.0 Min. Avg.
Transmissivity: ASTM D 4716 m3/m/sec 1.0 x 10-3 (See Note 2)
Interface Shear Strength (Peak)3 ASTM D 5321 psf 125 psf (Load = 200 psf)

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Notes:
1. A thicker geonet may be required depending on transmissivity requirements.

2. Final Cover:
Conduct test for transmissivity at a normal compressive load of 1,000 psf and at a
hydraulic gradient of 0.33 after a seating period of at least 24 hours. Boundary conditions
are soil (sand) interface on the upper geotextile and textured LLDPE geomembrane
against the lower geotextile.

3. DGC shall have adequate adhesion against adjacent materials under low normal loads to
achieve the successful installation of overlying components without slippage.

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Table 2: Required Manufacturer Quality Control Tests

Property Test Method Minimum Test Frequency
Geonet:
Thickness ASTM D 5199 50,000 ft2
Density ASTM D 1505 50,000 ft2
Carbon Black Content ASTM D 1603/D 4218 50,000 ft2
Geotextile:
Mass Per Unit Area ASTM D 5261 200,000 ft2
Tensile Properties ASTM D 4632 200,000 ft2
Puncture Resistance ASTM D 6241 200,000 ft2
Apparent Opening Size (AOS) ASTM D 4751 600,000 ft2
Permittivity ASTM D 4491 600,000 ft2
UV Resistance ASTM D 4355 600,000 ft2
Geocomposite:
Ply Adhesion ASTM D 7005 100,000 ft2
Transmissivity1 ASTM D 4716 100,000 ft2 (See Note 2)

Notes:
1. Conduct transmissivity tests in accordance with the criteria given in Table 1.
2. The required Manufacturer’s quality control testing for transmissivity may be reduced to
one test per resin lot or one test per 500,000 ft2 (whichever provides the larger number of
tests) if the minimum measured transmissivity is at least 50% greater than specified.

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Table 3: Required Contractor Quality Control Tests

Property Test Method Minimum Test Frequency
Interface Shear Strength ASTM D 5321
ASTM D 6243 (GCL) (See Note 1)

Notes:
1. Test each interface to be used on this project using representative samples of materials
to be supplied under normal loads indicated and using test parameters as specified by
the Engineer. For this project, interfaces to be tested are:

A. Textured LLDPE (40 mil) against existing cover soils (intermediate cover);
B. Drainage Geocomposite against textured LLDPE-GM (30 mil); and
C. Vegetative Soil Layer against Drainage Geocomposite.

If there are material differences in the surface of any of the geosynthetic materials from
one side to the other, then all possible combinations of interfaces shall be tested. This
testing shall be performed at Contractor cost by an independent GAI accredited
laboratory and submitted to the Engineer for review prior to shipping. Upon review of
test results, the Engineer may allow exceptions to the above criteria.

For tests involving textured geomembranes, the laboratory shall also report the asperity
height (ASTM D 7466) for the material samples used in the actual direct shear tests.

END OF SECTION
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SECTION 02720

STORMWATER SYSTEMS

A. Description

1. General:

The contractor shall furnish all labor, material, and equipment to complete installation of
Stormwater Systems in accordance with the Contract Drawings and these Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Excavation 02222
Embankment 02223
Erosion and Sedimentation Control 02270
Rip Rap 02271
HDPE Pipe 02614

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM), the American Association of State Highway and Transportation Officials
(AASHTO), and the North Carolina Department of Transportation (NCDOT) are hereby
made a part of these specifications.

ASTM C 76 Standard Specification for Reinforced Concrete Culvert, Storm
Drain, and Sewer Pipe.

ASTM C 150 Standard Specification for Portland Cement.

ASTM D 1248 Standard Specification for Polyethylene Plastics Molding and
Extrusion Materials For Wire and Cable.

ASTM D 2321 Standard Practice for Underground Installation of Thermoplastic
Pipe for Sewers and Other Gravity-Flow Applications.

ASTM D 3350 Standard Specification for Polyethylene Plastics Pipe and
Fittings Materials.

AASHTO M 36 Specification for Corrugated Steel Pipe.
Stormwater Systems: Stormwater Systems shall include all piping, pipe fittings, flared end sections,
and other appurtenances designated to convey stormwater.
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AASHTO M 252 Specification for Corrugated Polyethylene Drainage Tubing, 3 to
10 Inch Diameter.

AASHTO M 294 Specification for Corrugated Polyethylene Pipe, 12 to 36 Inch
Diameter.

NCDOT Standard Specifications for Roads and Structures and Roadway
Standard Drawings.

B. Materials

1. Reinforced Concrete Pipe (RCP):

a. All reinforced concrete pipe shall be manufactured in accordance with ASTM C
76, Wall Type B or C, and shall be of the class that equals or exceeds the pipe
class as shown on the Contract Drawings. All pipe shall be aged at the
manufacturing plant for at least fourteen (14) days before delivery to the job site.

b. Minimum pipe laying lengths shall be four (4) feet.

c. Joints for reinforced concrete pipe shall have tongue and groove or bell and
spigot ends with leak-resistant mastic joint sealant. Joint sealant shall be
ConSeal type, or approved equal.

C. Submittals

The Contractor shall submit the following to the CQA Engineer:

1. Submit a certification and summary of all required test results, prior to installation, that
all Stormwater Systems have been produced in accordance with these Specifications.

2. Furnish copies of the delivery tickets or other approved receipts as evidence for materials
received that will be incorporated into construction.

D. Construction

1. All piping shall be installed by skilled workmen and in accordance with the best
standards for piping installation. Proper tools and appliances for the safe and convenient
handling and installation of the pipe and fittings shall be used.

2. All pieces shall be carefully examined for defects, and no piece shall be installed which is
known to be defective. If any defective piece should be discovered after having been
installed, it shall be removed and replaced at the Contractor's expense.

3. Excavation and backfilling of pipe trenches shall be as described in Section 02222,
Excavation and Section 02223, Embankment, respectively, of these Specifications.

4. Following proper preparation of the trench subgrade, pipe and fittings shall be carefully
lowered into the trench so as to prevent dirt and other foreign substances from gaining
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entrance into the pipe and fittings. Proper facilities shall be provided for lowering
sections of pipe into trenches. No materials shall be dropped or dumped into the trench.

5. Water shall be kept out of the trench until jointing and backfilling are completed. When
work is not in progress, open ends of pipe, fittings, and valves shall be securely closed so
that no water, earth, or other substance will enter the pipes, fittings, or valves. Pipe ends
left for future connections shall be valved, plugged, or capped, and anchored as required.

6. All piping shall be erected to accurate lines and grades with no abrupt changes in line or
grade.

7. The full length of each section of pipe shall rest solidly upon the bed of the trench, with
recesses excavated to accommodate bells, couplings, joints, and fittings. Before joints
are made, each pipe shall be well bedded on a solid foundation. No pipe shall be brought
into position until the preceding length has been thoroughly bedded and secured in place.
Pipe that has the grade or joint disturbed after laying shall be taken up and relaid by the
Contractor at his own expense.

END OF SECTION
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SECTION 02725

GABIONS

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation of
Gabions for protection of earthen slopes against erosion as indicated including all
necessary and incidental items, in accordance with the Contract Drawings and these
Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Erosion and Sedimentation Control 02270

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) and the U.S. Federal Specifications are hereby made a part of these
Specifications.

ASTM A 641 Standard Specification for Zinc-Coated (Galvanized) Carbon Steel Wire.

U.S. Federal Specification QQ-W-461H.

B. Materials

1. Stone for Gabions: Stone for Gabions shall be sound, durable, and free from seams,
cracks, and other structural defects. Stone shall be of the size indicated in Table 1 of this
section.

2. Gabions:

a. Gabions shall be as manufactured by Maccaferri Gabions, Inc., or approved equal.
Sizes shall be as shown on the Contract Drawings.

b. Gabions shall be manufactured in such a manner that their sides, ends, lid, and
diaphragm(s) can be assembled to form rectangular units of the specified
dimensions. Gabions shall be of a single unit construction. The front, base, back,
and lid shall be woven into a single unit. The ends and diaphragm(s) shall be
Gabions: This section includes all stone filled Gabion (basket) linings, including both box Gabions and
Gabion (Reno) mattresses.
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factory connected to the base. All perimeter edges of the mesh forming the
Gabion shall be securely selvedged so that the joints obtained have at least the
same strength as the wire mesh itself.

c. Dimensions:

(1) Box Gabions (Thickness >/= 1 Foot): The Gabion length shall be 2, 3, or 4
times its horizontal width. The horizontal width shall not be less than 36
inches. Where the Gabion length exceeds 1.5 times its horizontal width,
the Gabion shall be divided into cells of equal length by diaphragm(s) of
the same mesh and gauge as the Gabion body.

d. Materials and Fabrication:

(1) All wire used in the fabrication of Gabions and in the wiring operations
shall be galvanized and shall conform to U.S. Federal Specifications QQ-
W-461H and possess soft tensile strength with a Class 3, Finish 5 zinc
coating in accordance with ASTM A 641.

(2) All mesh joints shall be flexible and double twisted to prevent unraveling.

(3) All wire and coating for Gabions shall be as indicated in Table 1 of this
section.

C. Submittals

The Contractor shall submit the following to the Engineer:

1. Submit a certification and summary of all required test results prior to installation, that
all Gabions have been produced in accordance with these Specifications.

2. Furnish copies of the delivery tickets or other approved receipts as evidence for materials
received that will be incorporated into construction.

D. Construction

1. Surface Preparation:

a. Trim and dress all areas to conform to the Contract Drawings as indicated with
tolerance of 2 inches from theoretical slope lines and grades.

b. Bring areas that are below allowable minimum tolerance limit to grade by filling
with compacted Embankment material similar to adjacent material.

c. Geotextiles shall be placed as shown on the Contract Drawings and in
accordance with Section 02240, Geotextiles, of these Specifications.

d. Do not place any Gabions on the prepared surface prior to inspection and
approval to proceed from the Engineer.

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2. Installing Gabions:

a. Assemble and erect Gabions according to the manufacturer’s instructions.
Remove components from the bundles, unfold flat on the ground, and flatten all
kinks and bends.

Assemble units individually, by erecting the sides, ends, and diaphragm(s),
ensuring that all creases are in the correct position and the tops of all sides
levels, all in accordance with manufacturer’s instructions.

The four corners of the unit shall be laced first, after overlapping the mesh,
followed by lacing the edges of the internal diaphragm(s) to the sides.

The recommended lacing procedure consists of cutting a length of lacing wire
(approximately 1½ times the distance to be laced -- not to exceed 5 feet). Secure
the wire terminal at the corner by looping and twisting, then proceed to lace with
alternating single and double loops at approximately four (4) to five (5) inch
intervals.

b. Carry the assembled units to the job site and place in their proper location. For
structural integrity, all adjoining empty units must be laced along the perimeter
of their contact surfaces to obtain a monolithic structure.

c. Fill units with stone specified.

Care shall be taken when placing fill material to assure that the steel wire mesh
will not be broken or damaged.

Along all exposed Gabion edges, the outer layer of stone shall be carefully placed
and packed by hand, in order to ensure proper alignment and a neat, compact,
square appearance.

The last layer of stone shall be level with or slightly higher than the top of the
unit to allow proper closing of the lid.

Well packed filling without undue bulging, and secure lacing, is essential in all
structures.

d. The lids shall be stretched tight over the fill, using crowbars or lid closing tools,
until the lid meets the perimeter edges of the front and end panels.

The lid shall then be tightly laced along all edges, ends, and diaphragm(s) in the
same manner as described above for assembling. Adjacent lids may be wired
down simultaneously. All ends of wire shall be turned into the mesh on
completion of each Gabion.

e. Where shown on the drawings or otherwise directed by the Engineer, the mesh
shall be cut, folded, and wired together to suit existing site conditions. The mesh
must be cleanly cut and the surplus mesh cut out completely, or folded back and
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neatly wired to an adjacent unit. The cut edges of the mesh shall be securely
laced together with lacing wire in the manner described above for assembling.

Table 1: Required Gabion Properties

Property
Value1
Box Gabions Gabion (Reno) Mattresses
Stone Size 4" to 8" 3" to 6"
Mesh Opening Hexagonal, 3.25" x 4.25" Hexagonal, 2.5" x 3.25"
Zinc Coating 0.80 oz/ft2 0.70 oz/ft2
Mesh Wire 0.120" (US Gauge 11) 0.087" (US Gauge 13.5)
Lacing Wire 0.087" (US Gauge 13.5) 0.087" (US Gauge 13.5)
Selvedge Wire 0.154" (US Gauge 9) 0.106" (US Gauge 11)

Notes:
1. Nominal Values.

END OF SECTION
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April 2019 GCL Page 02776-1
SECTION 02776
GEOSYNTHETIC CLAY LINER (GCL)
A. Description
1. General:
The Contractor shall furnish all labor, material, and equipment to complete installation of
GCL in accordance with the Contract Drawings and these Specifications.
2. Related Work:
Related Contract Work is described in the following sections of the Specifications:
Work Section
Geotextiles 02240
Drainage Aggregate (Underdrain Trench) 02710
3. Reference Standards:
The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) are hereby made a part of these specifications.
ASTM D 5887 Standard Test Method for Measurement of Index Flux Through
Saturated Geosynthetic Clay Liner Specimens Using a Flexible
Wall Permeameter.
ASTM D 5890 Standard Test Method for Swell Index of Clay Mineral
Component of Geosynthetic Clay Liners.
ASTM D 5891 Standard Test Method for Fluid Loss of Clay Component of
Geosynthetic Clay Liners.
ASTM D 5993 Standard Test Method for Measuring Mass per Unit of
Geosynthetic Clay Liners.
ASTM D 6243 Standard Test Method for Determining the Internal and Interface
Shear Resistance of Geosynthetic Clay Liner by the Direct Shear
Method.
Geosynthetic Clay Liner (GCL): The GCL is used as a hydraulic barrier above the Underdrain Trench.
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ASTM D 6496 Standard Test Method for Determining Average Bonding Peel
Strength Between the Top and Bottom Layers of Needle-
Punched Geosynthetic Clay Liners.
ASTM D 6768 Standard Test Method for Tensile Strength of Geosynthetic Clay
Liners.
ASTM D 7466 Standard Test Method for Measuring the Asperity Height of
Textured Geomembrane.
4. Quality Control:
The Contractor shall perform Quality Control tests in accordance with Table 2 of this
section.
5. Manufacturer Qualifications:
The GCL shall be furnished by a Manufacturer that has previously produced a minimum
of 10,000,000 square feet of the material for use in similar projects.
B. Materials
1. General:
The GCL shall consist of bentonite encased, top and bottom, with 6 oz./square yard non-
woven geotextiles needle-punched together for reinforcement. GCL with a lighter non-
woven geotextile on one side may be considered by the Engineer as long as all other
criteria are met. Needle-punched GCL shall be essentially free of broken needles and
fragments of needles that would negatively effect the performance of the final product.
GCL consisting of bentonite backed with geomembrane can be used only if approved by
the Engineer. The materials supplied under these Specifications shall be first quality
products designed and manufactured specifically for the purposes of this work.
The GCL shall be supplied in rolls which have a minimum width of 14 feet. The roll length
shall be maximized to provide the largest manageable sheet for the fewest overlaps.
Labels on the roll shall identify the length, width, lot and roll numbers, name of
Manufacturer, proper direction of unrolling, and minimum recommended overlap.
2. Needle Detection and Removal Procedures:
The GCL Manufacturer shall use continuous needle detection and removal devices (e.g.
metal detectors and magnets) in the manufacture of needle-punched GCL.
3. Physical Properties:
Physical properties of GCL shall be as shown in Table 1 of this section. Granular sodium
bentonite used for overlaps and repairs shall have the same properties as the bentonite
used in the GCL.
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C. Submittals
The Contractor shall submit the following to the CQA Engineer:
1. Pre-Installation Requirements:
Prior to GCL installation, the Contractor shall submit the following:
a. Mill Certificate and Sample: Prior to shipping to the site, the Contractor shall
submit a mill certificate or affidavit signed by a legally authorized official of the
Manufacturer for the GCL attesting that the GCL meets the physical and
manufacturing requirements stated in these Specifications including needle
detection and removal procedures. The Contractor shall also submit a sample of
the GCL to be used. The sample shall be labeled with the product name and be
accompanied by the Manufacturer's specifications.
b. Qualifications:
(1) Submit list of equipment and personnel proposed for the Project.
Include equipment type and quantities. Include personnel experience on
similar projects.
c. Shipping, Handling, and Storage Instructions: The Manufacturer's
recommendations for shipping, handling, and storage shall be submitted for
review.
d. Delivery Date: Submit notification of the scheduled delivery date for the
materials.
e. Installation Procedures and Drawings:
Submit installation procedures and (shop) drawings for carrying out the work.
Procedures addressed by the Contractor shall include but not be limited to
material installation, repair, and protection to be provided in the event of rain.
Submit drawings showing typical details including pipe penetrations (if
applicable). Following review, these procedures and drawings will be used for
installation of the GCL. Any deviations from these procedures and drawings
must be approved by the Engineer and CQA Engineer.
f. Quality Control Certificates: For GCL delivered to the site, quality control
certificates, signed by the Manufacturer's quality assurance manager shall be
provided which represent every roll of GCL. Each certificate shall have the roll
identification number(s), test methods, frequency, and test results. At a
minimum, the test results and frequency of testing shall be as shown in Table 2
of this section. Each certificate shall also include a certification that each roll of
GCL has been continually checked by the Manufacturer for needles and that any
needles detected have been removed.
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g. Furnish copies of the delivery tickets or other approved receipts as evidence for
materials received that will be incorporated into the construction.
2. Post-Installation Requirements:
Upon completion of GCL installation the Contractor shall submit the following:
a. A certificate stating that the GCL has been installed in accordance with the
Drawings, Specifications, and the Manufacturer's recommendations.
b. Completed Manufacturer's Warranties.
Finalization of payment for GCL installation shall not be made until the above submittals have
been reviewed by the CQA Engineer.
D. Construction
1. Shipping , Handling, and Storage:
The GCL shall be shipped, handled, and stored in strict accordance with the
Manufacturer's recommendations.
2. Installation of GCL:
a. The surface of the subgrade shall be smooth, uniform, free from sudden changes
in grade (such as vehicular ruts), rocks or stones greater than ½ inch in size,
standing water, debris, and deleterious materials.
b. Before an individual panel of GCL is installed; the Contractor and Installer shall
verify in writing and submit to the Engineer:
(1) Lines and grades are in conformance with the Drawings and
Specifications.
(2) The surface area to be lined has been rolled and compacted, free of
irregularities and abrupt changes in grade.
c. GCL shall be placed to the lines and grades shown on the Contract Drawings. At
the time of installation, GCL shall be rejected by the Engineer if it has defects,
rips, holes, flaws, evidence of deterioration, or other damage.
d. The GCL shall not be placed during precipitation. Any GCL that becomes
hydrated prior to covering shall be removed and replaced at Contractor expense
if required by the Engineer. Likewise, if the subgrade below the GCL becomes
excessively wet and unstable as determined by the Engineer, it shall be dried and
recompacted, and replaced if needed.
e. The GCL shall be placed smooth and free of excessive wrinkles.
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f. Where horizontal seams are required on sloped surfaces, the panels shall be
placed such that the "upstream" panel forms the upper panel and overlaps the
"downstream" panel in order to minimize infiltration potential. All seams
constructed on slopes of 6H:1V or steeper shall be vertical seams, except where
slope lengths exceed standard roll lengths and elsewhere as approved in
advance by the Engineer.
g. All vertical panels placed on slopes of 6H:1V or steeper shall extend a minimum
of 5 feet beyond the grade break with a slope flatter than 6H:1V.
h. The GCL shall be laid with a 6 inch minimum overlap seam along roll edges and a
12 inch minimum overlap seam along roll ends. Granular sodium bentonite shall
be added between all overlapped seams at a rate of approximately 0.25 lbs/linear
foot. As an alternative to the addition of bentonite along roll edges, GCL with slits
cut in one of the geotextiles may be used if approved in advance by the Engineer.
i. GCL shall be temporarily secured in a manner approved by the Engineer prior to
placement of overlying materials.
j. Any GCL that is torn, punctured, or otherwise damaged shall be repaired or
replaced as directed by the Engineer, by the Contractor at no additional cost to
the Owner. The repair shall consist of a patch of GCL placed over (or
alternatively under) the damaged areas and shall overlap the existing GCL a
minimum of 12 inches from any point of the damage. Granular sodium bentonite
shall be added around the perimeter of the damaged area and between the patch
and the GCL at a rate of approximately 0.25 lbs/linear foot. Small tears or
punctures may be repaired by the addition of granular sodium bentonite alone
where approved by the Engineer.
3. Subgrade Placement:
Placement of materials over GCL shall be performed in a manner as to ensure that GCL
is not damaged; minimal slippage of GCL occurs; no excess tensile stresses occur in the
GCL; and that no portion of the GCL develops excessive wrinkles or crimp. Wrinkles that
exceed approximately 6 inches in height and cannot be eliminated by amended placement
and covering methods or GCL that becomes crimped shall be cut and repaired by the
Geosynthetics Installer in a method approved by the Engineer.
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Table 1:Required GCL Properties
Property Test Method Units Value
Clay:
Bentonite Swell Index ASTM D 5890 ml/2g 24
Bentonite Fluid Loss ASTM D 5891 ml < 18
GCL:
Bentonite Content ASTM D 5993 psf 0.75 (@ 0% moisture)
Tensile Strength ASTM D 6768 lbs/in 30
Peel Strength ASTM D 6496 lbs/in 7.5 Avg. Peak
5.3 Min. Avg.
Hydraulic Conductivity ASTM D 5887 cm/sec < 5 x 10-9
Internal Shear Strength1
(Hydrated) (Peak)ASTM D 6243 psf 500
Notes:
1. Peak value measured at a normal load of 200 psf after a minimum 24 hour hydration
period.
Table 2:Required Manufacturer Quality Control Tests
Property Test Method Minimum Test Frequency
Clay:
Bentonite Swell Index ASTM D 5890 50 tons
Bentonite Fluid Loss ASTM D 5891 50 tons
GCL:
Bentonite Content ASTM D 5993 5,000 yd2
Tensile Strength ASTM D 6768 25,000 yd2
Peel Strength1 ASTM D 6496 5,000 yd2
Hydraulic Conductivity ASTM D 5887 30,000 yd2
Internal Shear Strength2 (Hydrated)ASTM D 6243 Periodic
Notes:
1. Conduct peel strength tests in accordance with the criteria given in Table 1.
2. Conduct shear strength tests in accordance with the criteria given in Table 1.
END OF SECTION
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SECTION 02778

LLDPE GEOMEMBRANE

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation of
LLDPE-GM including all necessary and incidental items as detailed or required to
complete the installation in accordance with the Contract Drawings and these
Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Excavation 02222
Embankment 02223
Vegetative Soil Layer 02258
Drainage Geocomposite 02712
CQA Manual Attached

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) and the Geosynthetic Research Institute (GRI) are hereby made a part
of these Specifications.

ASTM D 792 Standard Test Method for Density and Specific Gravity (Relative
Density) of Plastics by Displacement.

ASTM D 1004 Standard Test Method for Initial Tear Resistance of Plastic Film
and Sheeting.

ASTM D 1505 Standard Test Method for Density of Plastics by the Density-
Gradient Technique.

ASTM D 1603 Standard Test Method for Carbon Black in Olefin Plastics.

ASTM D 5199 Standard Test Method for Measuring Nominal Thickness of
Geotextiles and Geomembranes.
LLDPE Geomembrane (LLDPE-GM): The LLDPE Geomembrane serves as the primary hydraulic
barrier in the landfill final cover. It is of great importance that the LLDPE-GM be free from defects and
installed free from damage.
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ASTM D 5321 Standard Test Method for Determining the Coefficient of Soil and
Geosynthetic or Geosynthetic and Geosynthetic Friction by the
Direct Shear Method.

ASTM D 5596 Standard Test Method for Microscopic Evaluation of the
Dispersion of Carbon Black in Polyolefin Geosynthetics.

ASTM D 5820 Standard Practice for Pressurized Air Channel Evaluation of Dual
Seamed Geomembranes.

ASTM D 5994 Standard Test Method for Measuring Core Thickness of Textured
Geomembrane.

ASTM D 6392 Standard Test Method for Determining the Integrity of
Nonreinforced Geomembrane Seams Produced Using Thermo-
Fusion Methods.

ASTM D 6693 Standard Test Method for Determining Tensile Properties of
Nonreinforced Flexible Polyethylene and Nonreinforced
Polypropylene Geomembranes.

ASTM D 7466 Standard Test Method for Measuring the Asperity Height of
Textured Geomembrane.

GRI GM9 Cold Weather Seaming of Geomembranes.

GRI GM17 Standard Specification for Test Properties, Testing Frequency
and Recommended Warranty for Linear Low Density
Polyethylene (LLDPE) Smooth and Textured Geomembranes.

GRI GM19 Seam Strength and Related Properties of Thermally Bonded
Polyolefin Geomembranes.

4. Quality Control:

a. The Contractor shall perform Quality Control tests in accordance with Table 2 of
this section.

b. The Geomembrane Installer shall follow the procedures and requirements
described in the accompanying Project CQA Manual during installation of LLDPE-
GM including performing and documenting trial seams, nondestructive and
destructive Quality Control tests, and repairs.

5. Quality Assurance:

Quality Assurance during installation of LLDPE-GM will be provided by the Owner as
described in the accompanying Project CQA Manual.

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6. Manufacturers Qualifications:

The Manufacturer shall have previously demonstrated his ability to produce the required
LLDPE-GM by having successfully manufactured a minimum of 5,000,000 ft2 of LLDPE-
GM for hydraulic containment purposes.

7. Installer Qualifications:

a. Installation of the LLDPE-GM shall be performed by an Installer that has
installed a minimum of 5,000,000 ft2 of LLDPE-GM (or similar material) within the
past five (5) years in similar landfill installations.

b. All Installation Supervisors assigned to the Project shall have previously
managed the installation of at least 2,000,000 ft2 of LLDPE-GM (or similar
material) using the same techniques to be used on site.

c. All seaming equipment operators shall have demonstrated performance on
previous geomembrane installations and/or documented training.

8. Warranties:

a. General: Should a defect occur, which is covered under warranty, the Warrantor
shall bear all costs for repair and/or relocation and replacement of the LLDPE-
GM.

b. Workmanship: The Contractor shall furnish the Owner a warranty from the
Installer of the LLDPE-GM which warrants their workmanship to be free of
defects on a prorata basis for five (5) years after the final acceptance of the Work.
This warranty shall include but not be limited to all field seams, anchor
trenches, attachments to appurtenances, and penetration seals, as applicable.

c. Manufacturer's Warranty: The Contractor shall furnish the Owner a warranty
from the LLDPE-GM Manufacturer for the materials used. The material
warranty shall be for defects or failures related to manufacture on a prorata
basis for five (5) years after the date of shipment.

B. Materials

1. General:

The materials supplied under these Specifications shall consist of new, first-quality
products designed and manufactured specifically for the purpose of this work, which
shall have been satisfactorily demonstrated, by prior use, to be suitable and durable for
such purposes. The LLDPE-GM and LLDPE-GM Manufacturer shall be approved by the
Engineer.

The LLDPE-GM shall be supplied in rolls which shall have a minimum width of 22 feet.
The roll length shall be maximized to provide the largest manageable sheet for the
fewest seams. Labels on the roll shall identify the thickness, length, width, lot and roll
numbers, and name of Manufacturer.
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2. LLDPE-GM Materials:

a. Textured LLDPE-GM shall be 40 mils thick. Resin and sheet properties of
LLDPE-GM shall meet or exceed the requirements of GRI GM17 and Table 1 of
this section.

b. Materials classified as Very Flexible Polyethylene (VFPE) which otherwise meet
the requirements of this section are also acceptable.

3. Extrusion Resin/Typical Extrudate:

Extrusion resin/typical extrudate used for extrusion seaming of LLDPE-GM shall be
linear low density polyethylene (LLDPE). Physical properties shall be the same as the
LLDPE-GM sheet. The extrudate's additives shall be thoroughly dispersed throughout
the rod or bead. The extrudate shall be free of contamination by moisture or foreign
matter and shall be recommended for use with the associated sheet material.

4. Texturing:

Textured LLDPE-GM, where required, shall be fabricated using coextrusion or
impingement methods. Texturing shall not be created by lamination, impingement, or
embossing. All texturing shall be uniform in appearance and coverage on the finished
sheet. Textured LLDPE-GM shall be textured on both sides of the sheet.

C. Submittals

The Contractor shall submit the following to the CQA Engineer:

1. Pre-Installation Requirements:

Prior to LLDPE-GM installation, the Contractor shall submit the following:

a. Mill Certificate and Sample: Prior to shipping to the site, the Contractor shall
submit a mill certificate or affidavit signed by a legally authorized official of the
Manufacturer for the LLDPE-GM attesting that the LLDPE-GM meets the
physical and manufacturing requirements stated in these Specifications. The
Contractor shall also submit a sample of the LLDPE-GM to be used. The sample
shall be labeled with the product name and be accompanied by the
Manufacturer's specifications.

b. Qualifications:

(1) Submit list of equipment and personnel proposed for the Project.
Include equipment type and quantities. Include personnel experience on
similar projects.

(2) Submit resume and references of Installation Supervisor to be assigned
to the Project, including data and duration of employment and pertinent
experience information.
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(3) Submit resumes and references of installation personnel who will
perform seaming operations, including dates and durations of
employment and pertinent experience information.

c. Shipping, Handling, and Storage Instructions: The Manufacturer's plan for
shipping, handling, and storage shall be submitted for review.

d. Delivery Date: Submit notification of the scheduled delivery dates for the
materials.

e. Installation Procedures and Drawings:

Submit installation procedures and (shop) drawings for carrying out the work.

(1) Installation procedures to be addressed shall include but not be limited
to material installation, repair, and protection to be provided in the event
of rain or strong winds.

(2) Shop drawings shall have LLDPE-GM sheet layout with proposed size,
number, position, and sequence of placing all panels, and indicating the
location of all field seams. Shop drawings shall also show complete
details and/or methods for anchoring the LLDPE-GM, making field
seams, and making seals around pipes and structures penetrating the
LLDPE-GM (if applicable).

Following review, these procedures and drawings shall be used for installation of
the LLDPE-GM. Any deviations from these procedures and drawings must be
approved by the Engineer and CQA Engineer.

f. Quality Control Certificates: For LLDPE-GM delivered to the site, quality control
certificates, signed by the Manufacturer's quality assurance manager shall be
provided which represent every roll of LLDPE-GM. Each certificate shall have the
roll identification number(s), test methods, frequency, and test results. At a
minimum, the test results and frequency of testing shall meet or exceed the
requirements of GRI GM17.

g. Contractor Quality Control Test Results: The Contractor shall provide the results
of required testing.

h. Furnish copies of the delivery tickets or other approved receipts as evidence for
materials received that will be incorporated into the construction.

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2. Post-Installation Requirements:

Upon completion of the LLDPE-GM installation, the Contractor shall submit the
following:

a. Certificate stating that the LLDPE-GM has been installed in accordance with the
Drawings, Specifications, and the Manufacturer's recommendations.

b. Completed Manufacturer's and workmanship warranties.

c. Record Information: Record information shall include but not be limited to:

(1) CQC Documentation: Includes trial seam logs, panel placement logs,
panel seaming logs, non-destructive seam testing report forms, field
destructive seam testing report forms, and repair logs.

(2) As-Built Drawing: Includes the requirements listed in Paragraph D.8
(Surveying) of this Specification.

Finalization of payment for LLDPE-GM installation shall not be made until the above submittals
have been reviewed by the CQA Engineer.

D. CONSTRUCTION

1. Shipping, Handling, and Storage:

The LLDPE-GM shall be shipped, handled, and stored in strict accordance with the
Manufacturer's recommendations.

2. Failing CQA Material Control Tests:

LLDPE-GM that is rejected upon testing shall be removed from the project site and
replaced at Contractor's cost. Sampling and CQA testing of LLDPE-GM supplied as
replacement for rejected material shall be performed by the CQA Engineer at
Contractor's cost.

3. Subgrade Preparation:

a. The surface of the subgrade shall be smooth, uniform, free from sudden changes
in grade (such as vehicular ruts), rocks or stones greater than ½ inch in size,
debris, and deleterious materials. During actual placing and seaming of the
LLDPE-GM, the subgrade shall be kept free of all standing water. If the subgrade
below the LLDPE-GM becomes excessively wet and unstable as determined by
the CQA Engineer, it shall be dried and recompacted, and replaced if needed.

b. Before an individual panel of LLDPE-GM is installed; the Contractor and Installer
shall verify in writing and submit to the CQA Engineer:

(1) Lines and grades are in conformance with the Drawings and
Specifications.
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(2) The surface area to be lined has been rolled and compacted, free of
irregularities and abrupt changes in grade.

4. LLDPE-GM Placement:

a. Weather Conditions:

LLDPE-GM placement shall not proceed at an ambient temperature below 32° F
or above 100° F unless otherwise authorized, in writing, by the Engineer.
Installation of LLDPE-GM at temperatures below 32° F, if authorized by the
Engineer, shall follow GRI GM9. LLDPE-GM placement shall not be performed
during precipitation, excessive moisture, in an area of ponded water, or in
excessive winds. Any portion of LLDPE-GM or subgrade damaged due to weather
conditions shall be repaired at the Contractor's cost.

b. Method of Placement:

(1) Each panel of the LLDPE-GM shall be installed in accordance with the
approved shop drawings prepared by the Contractor. The layout shall be
designed to keep field seaming of the LLDPE-GM to a minimum and
consistent with proper methods of LLDPE-GM installation.

(2) Panels shall be oriented perpendicular to the line of the slope crest (i.e.,
down and not across slope).

(3) The LLDPE-GM shall be placed smooth and free of excessive wrinkles.

(4) LLDPE-GM rolls shall be placed using proper spreader and rolling bars
with cloth slings. If a sheet must be displaced a distance greater than its
width, a slip sheet shall be used.

(5) The CQA Engineer shall inspect each panel, after placement and prior to
seaming, for damage and/or defects. Defective or damaged panels shall
be replaced or repaired, as approved by the CQA Engineer and as
described in this section.

(6) The Installer shall avoid dragging the LLDPE-GM on rough soil
subgrades.

(7) All LLDPE-GM shall be anchored as shown on the Contract Drawings and
consistent with Manufacturer's recommendations.

(8) Personnel working on the LLDPE-GM shall not smoke, wear damaging
shoes, or involve themselves in any activity that may damage the LLDPE-
GM, in the opinion of the CQA Engineer.

(9) The LLDPE-GM shall be properly weighted to avoid uplift due to wind.

(10) Vehicular traffic across the LLDPE-GM shall not be allowed, except that
four-wheel (or greater) all-terrain vehicles (ATVs) with low ground
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pressure may be allowed if approved in advance by the Engineer. The
Contractor shall submit proposed equipment and procedures for use of
ATVs to the CQA Engineer as part of his submittals. If ATVs are allowed
by the Engineer, each ATV shall be operated such that no sudden stops,
starts, or turns are made.

(11) All damage shall be recorded and located on the record drawings.

(12) When tying into existing LLDPE-GM, excavation of previously installed
geosynthetics shall be performed in a manner that minimizes damage to
the existing geosynthetics and as approved by the Engineer. All damage
to the existing geosynthetics shall be repaired by the Geosynthetics
Installer at the Contractor’s sole expense.

(13) The LLDPE-GM shall be kept free of debris, unnecessary tools, and
materials. In general, the LLDPE-GM area shall remain neat in
appearance.

c. Pipe Penetrations:

All pipe penetrations through the LLDPE-GM shall be as shown in the Contract
Drawings. Alternative penetration details may be approved by the Engineer and
CQA Engineer.

5. Field Seams:

a. Individual panels of LLDPE-GM shall be laid out and overlapped by a minimum of
4 inches prior to seaming. The area to be seamed shall be cleaned and prepared
in accordance with the Manufacturer's recommendations.

b. Dual or single track hot wedge methods shall be used for straight seams.

c. Extrusion fillet methods shall be used to seam cross seam tees, patches, repairs,
and penetration boots. All extrudate shall be free of dirt, dry, and protected from
damage. To limit overgrinding, the amount of grinding exposed after an
extrusion seam is completed shall be less than ¼ inch.

d. The seaming equipment used shall be capable of continuously monitoring and
controlling the temperatures in the zone of contact where the machine is actually
fusing the LLDPE-GM so as to ensure that changes in environmental conditions
will not affect the integrity of the seam.

e. All seams shall have a seam number that corresponds with the panel layout
numbers. The numbering system shall be used in the development of the record
drawings. Seam numbers shall be derived from the combination of the two panel
numbers that are to be seamed together.

f. Where horizontal seams are required on sloped surfaces, the panels shall be
placed such that the "upstream" panel forms the upper panel and overlaps the
"downstream" panel in order to minimize infiltration potential. All seams
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constructed on slopes of 6H:1V or steeper shall be vertical seams, except where
slope lengths exceed standard roll lengths and elsewhere as approved in
advance by the Engineer. Where approved, end seams on slopes of 6H:1V or
steeper shall be staggered a minimum of 5 feet and shall be made at an angle of
approximately 45 degrees.

g. All panels placed on slopes of 6H:1V or steeper shall extend a minimum of 5 feet
beyond the grade break with a slope flatter than 6H:1V.

h. All seams shall extend to the full extent of the anchor trench (where applicable).

i. Unless otherwise approved by the Engineer, all “T” seams (i.e., the result of three
panels placed together) shall be staggered a minimum of 3 feet along either
seam and shall be covered with a patch.

j. No junctions of four or more panels shall be allowed unless approved by the
Engineer.

k. If extrusion seaming equipment is stopped for longer than one minute, it shall be
purged to remove heat-degraded extrudate. All purged extrudate shall be placed
on a sacrificial sheet and disposed of.

l. To prevent moisture buildup during seaming, it may be necessary to place a
movable protective layer of plastic directly below each overlap of LLDPE-GM that
is to be seamed.

m. If required, a firm substrate shall be provided by using a flat board or similar
hard surface directly under the seam overlap to achieve proper support.

n. Excessive wrinkles along geomembrane seams shall be minimized. Fish-mouths
or large wrinkles shall be cut along the ridge of the wrinkle to allow a flat
overlap, which shall be re-seamed. All cuts shall be repaired with a patch.

o. All seams (including repairs) shall meet or exceed the requirements of GRI GM19
and Table 3 of this section.

p. No overlying material shall be placed over the LLDPE-GM until approved by the
CQA Engineer.

6. Anchor Trench:

a. The anchor trench shall be constructed as shown on the Contract Drawings and
as specified herein. The anchor trench shall be maintained by the Contractor.

b. Slightly rounded corners shall be provided in the trench to avoid sharp bends in
the LLDPE-GM.

c. The anchor trench shall be adequately drained to prevent water ponding and
softening to adjacent soils. The anchor trench shall be backfilled with controlled
fill material and compacted to 90% standard Proctor dry density (ASTM D 698).
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d. If the anchor trench is located in a clay susceptible to desiccation, the amount of
trench open at any time shall be limited to one day of LLDPE-GM installation
capacity.

7. Repair Procedures:

a. Any portion of the LLDPE-GM exhibiting signs of defect or failing a
nondestructive or a destructive test, shall be repaired by the Geomembrane
Installer. Several procedures exist for the repair of these areas. The final
decision as to the appropriate repair procedure shall be made by the CQA
Engineer. The procedures available include:

(1) Patching - Apply a new piece of LLDPE-GM sheet over, and at least 6-
inches beyond the limits of a defect. The patch shall be extrusion
seamed to the underlying LLDPE-GM. This method should be used to
repair holes, tears, destructive test locations, undispersed raw
materials, contamination by foreign matter, dents, pinholes, and
pressure test holes.

(2) Capping - Apply a new strip of LLDPE-GM along the length of a
delineated faulty seam. The cap strip shall extend at least 6-inches
beyond the limit of the seam and the edges shall be extrusion seamed to
the underlying LLDPE-GM. This method should be used to repair lengths
of extrusion or hot wedge seams.

(3) Replacement - The faulty seam is removed and replaced.

b. In addition, the following provisions shall be satisfied:

(1) Surfaces of the LLDPE-GM which are to be repaired shall be abraded no
more than one hour prior to the repair;

(2) All surfaces must be clean and dry at the time of the repair;

(3) All seaming equipment used in repairing procedures must be approved;

(4) The repair procedures, materials, and techniques shall be approved in
advance of the specific repair by the CQA Engineer;

(5) Extrusion seaming of flaps of dual track hot wedge seams is not
acceptable. A patch or cap strip shall be used; and

(6) Patches or caps shall extend at least 6-inches beyond the edge of the
defect, and all patch corners shall be rounded.
8. Edge of Cover Markers:

The Contractor shall place edge of cover markers where shown on the Contract Drawings
along the limits of the geomembrane. These markers shall be considered incidental to
the LLDPE-GM installation.
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9. Surveying:

a. After completion of a segment of LLDPE-GM, the Contractor shall survey LLDPE-
GM to obtain the following information:

(1) Location and numbering of all panels/seams.

(2) Location of all repairs/patches;

(3) Location of all destructive test locations; and

(4) Location of all pipe penetrations and other appurtenances (if applicable).

b. No overlying materials shall be placed before survey information is obtained.

c. The Contractor shall provide the CQA Engineer with updated survey information
when requested by the CQA Engineer to verify that the required information is
being obtained.

10. Cover Placement:

Placement of materials over LLDPE-GM shall be performed in a manner as to ensure
that LLDPE-GM and the underlying geosynthetics are not damaged; minimal slippage of
LLDPE-GM on the underlying geosynthetics occurs; no excess tensile stresses occur in
the LLDPE-GM; and that no portion of the LLDPE-GM develops excessive wrinkles or
crimp. Wrinkles that exceed approximately 6 inches in height and cannot be eliminated
by amended placement and covering methods or LLDPE-GM that becomes crimped shall
be cut and repaired by the Geosynthetics Installer in a method approved by the Engineer.

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Table 1: Required LLDPE-GM Properties

Property Test Method Units
Value
40 mil Textured
Interface Shear Strength
(Peak)1, 2
ASTM D 5321

psf
125 psf (200 psf)

Notes:
1. Textured LLDPE-GM shall have adequate adhesion against adjacent materials under low
normal loads to achieve the successful installation of overlying components without
slippage.
2. Note that the required values for textured LLDPE-GM may require an aggressively
textured sheet.

Table 2: Required Contractor Quality Control Tests

Property Test Method Minimum Test Frequency
Interface Shear Strength ASTM D 5321 (See Note 1)

Notes:
1. Test each interface to be used on this project using representative samples of materials
to be supplied under normal loads indicated and using test parameters as specified by
the Engineer. For this project, interfaces to be tested are:

A. Textured LLDPE-GM (40 mil) against existing cover soils (intermediate cover);
B. Drainage Geocomposite against textured LLDPE-GM (40 mil); and
C. Vegetative Soil Layer against Drainage Geocomposite.

If there are material differences in the surface of any of the geosynthetic materials from
one side to the other, then all possible combinations of interfaces shall be tested. This
testing shall be performed at Contractor cost by an independent GAI accredited
laboratory and submitted to the Engineer for review prior to shipping. Upon review of
test results, the Engineer may allow exceptions to the above criteria.

For tests involving textured geomembranes, the laboratory shall also report the asperity
height (ASTM D 7466) for the material samples used in the actual direct shear tests.

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Table 3: Required Seam Strength Properties

Property Test Method
Value
Hot Wedge Seams Extrusion Fillet
Seams
40 mil:
Shear Strength1 ASTM D 6392 60 lbs/inch
Shear Elongation at Break2 50%
Peel Strength1 50 lbs/inch 44 lbs/inch
Peel Separation (Incursion) < 25%
Locus-of-Break See Note 3

Notes:
1. Values listed for shear and peel strengths are for 4 out of 5 test specimens; the 5th
specimen can be as low as 80% of the listed values.
2. Omit elongation measurements when performing field tests.
3. Regarding the locus-of-break patterns of the different seaming methods in shear and
peel, the following are unacceptable break codes per their description in ASTM D 6392 (in
this regard, SIP is an acceptable break code):

Hot Wedge: AD and AD-BRK with > 25% Separation
Extrusion Fillet: AD1, AD2, and AD-WLD (unless strength is achieved).

END OF SECTION
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SECTION 02930

REVEGETATION

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete Revegetation
in accordance with the Contract Drawings and these Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Excavation 02222
Embankment 02223
Erosion and Sedimentation Control 02270
Rolled Erosion Control Products 02275

3. Warranty:

The Contractor shall be responsible for the satisfactory establishment and growth of a
permanent stand of vegetation for a period of one year following the final seeding as
judged by the Engineer. During this period, the Contractor shall be responsible for the
maintenance items described in Paragraph D.4 (Maintenance) of this Specification.

B. Materials

1. Limestone: Unless otherwise defined by specific soil tests, supply agricultural grade
ground limestone conforming to the current “Rules, Regulations, and Standards of the
Fertilizer Board of Control.”

2. Fertilizer: Unless otherwise defined by specific soil tests, supply commercial fertilizer
meeting applicable requirements of State and Federal law. Do not use cyanamic
compounds of hydrated lime. Deliver fertilizer in original containers labeled with content
analysis.

3. Grass Seed: Supply fresh, clean, new-crop seed. Do not use seed which is wet, moldy, or
otherwise damaged. Deliver seed in standard sealed containers labeled with producer’s
name and seed analysis, and in accord with US Department of Agriculture Rules and
Regulations under Federal Seed Act.

Revegetation: Revegetation includes permanent Revegetation of all site areas disturbed by the
Contractor whether inside the Contract Limits or not.
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4. Mulch: Supply clean, seed-free, threshed straw of oats, wheat, barley, rye, beans, or
other locally available mulch material.

a. Do not use mulch containing a quantity of matured, noxious weed seeds or other
species that will be detrimental to seeding, or provide a menace to surrounding
land.

b. Do not use mulch material which is fresh or excessively brittle, or which is
decomposed and will smother or retard growth of grass.

5. Binder: Supply emulsified asphalt or synthetic binder.

6. Water: Supply potable, free of substances harmful to growth.

7. Application rates, seed types, and other requirements shall be in accordance with Table 1
of this section.

C. Submittals

The Contractor shall submit the following to the Engineer:

1. Results of soil tests performed and proposed modifications, if any, to the specified
requirements.

2. Certificates for each grass seed mixture, stating botanical and common name,
percentage by weight, and percentages of purity, germination, and weed seed. Certify
that each container of seed delivered is fully labeled in accordance with Federal Seed Act
and equals or exceeds specification requirements.

3. Copies of invoices for fertilizer, showing grade furnished and total quantity applied.

D. Construction

1. The Contractor shall establish a smooth, healthy, uniform, close stand of grass from the
specified seed. Prior to Revegetation, the Contractor shall adequately test the soils to be
revegetated to ensure the adequacy of the specified requirements. Any modifications to
these requirements deemed necessary after the review of soil test results, shall be at the
Contractor’s sole expense. The Engineer will perform the observations to determine
when successful Revegetation is achieved.

2. Soil Preparation:

a. Limit preparation to areas which will be planted soon after preparation.

b. Loosen surface to minimum depth of four (4) inches.

c. Remove stones, sticks, roots, rubbish and other extraneous matter over three (3)
inches in any dimension.

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d. Spread lime uniformly over designated areas at the rate specified in Table 1 of
this section.

e. After application of lime, prior to applying fertilizer, loosen areas to be seeded
with double disc or other suitable device if soil has become hard or compacted.
Correct any surface irregularities in order to prevent pocket or low areas which
will allow water to stand.

f. Distribute fertilizer uniformly over areas to be seeded at the rate specified in
Table 1 of this section.

(1) Use suitable distributor.

(2) Incorporate fertilizer into soil to depth of at least two (2) inches.

(3) Remove stones or other substances which will interfere with turf
development or subsequent mowing.

g. Grade seeded areas to smooth, even surface with loose, uniformly fine texture.

(1) Roll and rake, remove ridges and fill depressions, as required to meet
finish grades.

(2) Fine grade just prior to planting.

3. Seeding:

a. Use approved mechanical power driven drills or seeders, mechanical hand
seeders, or other approved equipment.

b. Distribute seed evenly over entire area at the rate specified in Table 1 of this
section.

c. Stop work when work extends beyond most favorable planting season for species
designated, or when satisfactory results cannot be obtained because of drought,
high winds, excessive moisture, or other factors.

d. Resume work only when favorable condition develops, or as directed by the
Engineer.

e. Lightly rake seed into soil followed by light rolling or cultipacking.

f. Immediately protect seeded areas against erosion by mulching or placing Rolled
Erosion Control Products in accordance with Section 02275 of these
Specifications, where applicable.

(1) Spread mulch in a continuous blanket at the rate specified in Table 1 of
this section.

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(2) Immediately following spreading mulch, secure with evenly distributed
binder at the rate specified in Table 1 of this section.

(3) For slopes not steeper than 3H:1V and as an option to using binder to
secure mulch, use a mulch anchoring tool operated along the contour of
the slope.

4. Maintenance:

The Contractor shall be responsible for maintaining all seeded areas through the end of
his warranty period. The Contractor shall provide, at his expense, protection of all
seeded areas against damage at all times until acceptance of the work. Maintenance
shall include, but not be limited to, the following items:

a. Regrade and revegetate all eroded areas until adequately stabilized by grass.

b. Remulch with new mulch in areas where mulch has been disturbed by wind or
maintenance operations sufficiently to nullify its purpose. Anchor as required to
prevent displacement.

c. Replant bare areas using same materials specified.

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Table 1: Seeding Schedule

Material Seed Type Application Rate
(See Note 1)
Lime ----- 4,000 lbs/acre
Fertilizer (10-10-10) ----- 1,000 lbs/acre
Seed:
Permanent:
Kentucky 31 Tall Fescue
Sericea Lespedeza3
Seasonal Nurse Crop2
120 lbs/acre
70 lbs/acre
See Note 2
Temporary: Seasonal Nurse Crop2 See Note 2
Mulch ----- 4,000 - 5,000 lbs/acre
Binder ----- 400 gallons/acre

Notes:
1. Application rates and/or chemical analysis shall be confirmed or established by a soil
test(s).
2. Use seasonal nurse crop in accordance with seeding dates as stated below:
April 15 - August 15 10 lbs/acre German Millet
August 16 - April 14 25 lbs/acre Rye (grain).
3. From September 1 - March 1, use unscarified Sericea seed.

END OF SECTION
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SECTION 13252

LANDFILL GAS VENTS

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation of
Landfill Gas Vents in accordance with the Contract Drawings and these Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Vegetative Soil Layer 02258
HDPE Pipe 02614
Drainage Geocomposite 02712
LLDPE Geomembrane 02778
CQA Manual Attached

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) are hereby made a part of these specifications.

ASTM D 1785 Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic
Pipe, Schedules 40, 80, and 120.

4. Quality Assurance:

Quality Assurance during installation of LFG Vents will be provided by the Owner as
described in the accompanying Project CQA Manual.

5. Site Conditions:

Obstructions and saturated conditions are sometimes encountered when drilling in a
landfill, many of which can be drilled through. The Contractor is expected to make
reasonable efforts to drill through obstructions and saturated conditions and will be paid
for offset redrilling and boring abandonment only if prior written approval is obtained
from the Owner. The Contractor will be paid for abandonment of abandoned hole and for
well installation at the new location.

Landfill Gas Wells: Landfill Gas Vents are installed within the landfill in order to vent landfill gases,
particularly methane, which builds up due to the decomposition of waste.
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B. Materials

1. Solid Wall Pipe:

All pipe and fittings shall be DR 11 HDPE pipe and fittings.

2. Perforated Pipe:

Perforations in well piping shall be as shown on the Contract Drawings.

3. Stone Backfill:

Stone backfill for Landfill Gas Vents shall be No. 57 stone, or approved equal.

4. Soil Backfill:

Soil backfill shall be on-site soils as approved by the Engineer.

C. Submittals

The Contractor shall furnish copies of the delivery tickets or other approved receipts to the
Engineer as evidence for materials received that will be incorporated into construction.

D. Construction

1. All Landfill Gas Vents shall be constructed at the locations and according to the details
shown on the Contract Drawings. Care shall be taken to ensure that these locations are
not in areas which are prone to pond water. The Engineer shall be notified prior to
construction of Landfill Gas Vents, such that he may observe the installation.

2. Landfill Gas Vents:

Landfill Gas Vents are to be 12 inches in diameter,

3. Disposal of Waste:

Waste from well drilling operations shall be disposed of within the active landfill area as
directed by the Owner and Engineer.

END OF SECTION

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Attachment H
CQA Manual

Permit Modification
WI High Point, LLC – WI High Point C&D Landfill – Phase 3
Jamestown, North Carolina
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Construction Quality Assurance Manual

WI High Point C&D Landfill
Jamestown, North Carolina
NC Solid Waste Permit No. 41-16

Prepared for:

WI High Point Landfill, LLC
Jamestown, North Carolina

May 2016
Rev. April 2019

Prepared by:

© 2019 Smith Gardner, Inc.
This document is intended for the sole use of the client for which it was prepared and
for the purpose agreed on by the client and Smith Gardner, Inc.

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WI High Point C&D Landfill CQA Manual
May 2016 (Rev. April 2019) Table of Contents Page i
WI High Point C&D Landfill
NC Solid Waste Permit No. 41-16

Construction Quality Assurance Manual

Table of Contents
Page

1.0 GENERAL ............................................................................................................................ 1
1.1 Definitions Relating to Construction Quality ............................................................ 1
1.1.1 Construction Quality Assurance (CQA) ......................................................... 1
1.1.2 Construction Quality Control (CQC) .............................................................. 2
1.1.3 CQA Certification Document ......................................................................... 2
1.1.4 Discrepancies Between Documents ............................................................. 2
1.2 Parties to Construction Quality Assurance .............................................................. 2
1.2.1 Description of the Parties ............................................................................. 2
1.2.1.1 Owner .............................................................................................. 2
1.2.1.2 Engineer .......................................................................................... 3
1.2.1.3 Contractor ....................................................................................... 3
1.2.1.4 Geosynthetics Manufacturer .......................................................... 3
1.2.1.5 Geosynthetics Installer ................................................................... 3
1.2.1.6 CQA Engineer .................................................................................. 3
1.2.1.7 Geosynthetics CQA Laboratory ...................................................... 4
1.2.1.8 Soils CQA Laboratory...................................................................... 4
1.2.2 Qualifications of the Parties ......................................................................... 4
1.2.2.1 Contractor ....................................................................................... 4
1.2.2.2 Geosynthetics Manufacturers ........................................................ 4
1.2.2.3 Geosynthetic Installer(s) ................................................................ 4
1.2.2.4 CQA Engineer .................................................................................. 5
1.2.2.5 Geosynthetics CQA Laboratory ...................................................... 5
1.2.2.6 Soils CQA Laboratory...................................................................... 5
1.3 Scope of Construction Quality Assurance Manual ................................................... 5
1.4 Units ........................................................................................................................... 5
1.5 References ................................................................................................................. 5
1.6 CQA Meetings ............................................................................................................ 6
1.6.3 Geosynthetics CQA Meeting .......................................................................... 6
1.6.4 CQA Progress Meetings ................................................................................ 6
1.6.5 Problem or Work Deficiency Meetings ......................................................... 6
1.7 Control Versus Record Testing ................................................................................. 7
1.7.1 Control Testing .............................................................................................. 7
1.7.2 Record Testing .............................................................................................. 7
2.0 CQA DOCUMENTATION ....................................................................................................... 9
2.1 Daily CQA Report ....................................................................................................... 9
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2.2 CQA Progress Reports ............................................................................................ 10
2.3 CQA Photographic Reporting .................................................................................. 10
2.4 Deficiencies ............................................................................................................. 10
2.5 Design and/or Project Technical Specification Changes ....................................... 11
2.6 Final CQA Report ..................................................................................................... 11
2.7 Storage of Records .................................................................................................. 11
3.0 EARTHWORK CQA ..............................................................................................................15
3.1 Embankment Material Approval ............................................................................. 15
3.1.1 Control Tests ............................................................................................... 15
3.2 Subgrade Approval .................................................................................................. 15
3.3 Earthwork Construction .......................................................................................... 15
3.3.1 Construction Monitoring ............................................................................. 15
3.3.2 Control Tests ............................................................................................... 16
3.3.3 Record Tests ............................................................................................... 16
3.3.3.1 Record Test Failure ...................................................................... 16
3.3.4 Judgmental Testing .................................................................................... 16
3.4 Deficiencies ............................................................................................................. 16
4.0 SOIL LINER CQA .................................................................................................................19
4.1 Soil Liner Material Approval ................................................................................... 19
4.1.5 Control Tests ............................................................................................... 19
4.2 Subgrade Approval .................................................................................................. 19
4.3 Test Fill Construction .............................................................................................. 19
4.3.6 Control Tests ............................................................................................... 19
4.3.7 Record Tests ............................................................................................... 20
4.3.8 Test Fill Completion .................................................................................... 20
4.4 Soil Liner Construction ........................................................................................... 20
4.4.9 Construction Monitoring ............................................................................. 20
4.4.10 Control Tests .............................................................................................. 21
4.4.11 Record Tests .............................................................................................. 21
4.4.11.2 Record Test Failure .................................................................... 21
4.4.12 Judgmental Testing ................................................................................... 22
4.4.13 Perforations In Soil Liner .......................................................................... 22
4.5 Deficiencies ............................................................................................................. 22
5.0 GEOMEMBRANE CQA ........................................................................................................27
5.1 Geomembrane Manufacturer and Installer Approval ............................................ 27
5.2 Geomembrane Material Approval ........................................................................... 27
5.2.1 Geomembrane Product Data ...................................................................... 27
5.2.2 Shipment And Storage ................................................................................ 27
5.2.3 Quality Control Certificates ........................................................................ 27
5.2.4 Material Control Tests ................................................................................ 27
5.2.4.1 Material Control Test Failure ....................................................... 28
5.3 Geomembrane Installation ..................................................................................... 28
5.3.1 Handling ...................................................................................................... 28
5.3.2 Earthwork .................................................................................................... 29
5.3.2.1 Surface Preparation ..................................................................... 29
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5.3.2.2 Anchorage System ........................................................................ 29
5.3.3 Geomembrane Placement .......................................................................... 29
5.3.3.1 Field Panel Identification .............................................................. 29
5.3.3.2 Field Panel Placement ................................................................. 30
5.3.4 Field Seaming .............................................................................................. 30
5.3.4.1 Seam Layout ................................................................................. 30
5.3.4.2 Requirements of Personnel ......................................................... 31
5.3.4.3 Seaming Equipment and Products .............................................. 31
5.3.5 Field Seam Control Tests ........................................................................... 31
5.3.5.1 Trial Seams ................................................................................... 31
5.3.6 Field Seam Record Tests ............................................................................ 32
5.3.6.1 Nondestructive Seam Continuity Testing .................................... 32
5.3.6.2 Field Destructive Seam Testing ................................................... 32
5.3.6.3 Geosynthetics CQA Laboratory Destructive Testing ................... 33
5.3.6.4 Field Seam Record Test Failure .................................................. 33
5.3.6.5 Defining Extent of Field Seam Record Test Failure .................... 34
5.3.7 Repairs & Verification ................................................................................. 34
5.3.7.1 Repair Procedures ........................................................................ 34
5.3.7.2 Repair Verification ........................................................................ 34
5.4 Liner System Acceptance ........................................................................................ 35
5.5 Materials in Contact with Geomembranes ............................................................. 35
5.5.1 Soils ............................................................................................................. 35
5.5.2 Sumps and Appurtenances ......................................................................... 35
5.6 Deficiencies ............................................................................................................. 36
6.0 GEOTEXTILE CQA ...............................................................................................................37
6.1 Geotextile Material Approval................................................................................... 37
6.1.1 Geotextile Product Data .............................................................................. 37
6.1.2 Shipment And Storage ................................................................................ 37
6.1.3 Quality Control Certificates ........................................................................ 37
6.1.4 Geotextile Material Control Tests ............................................................... 37
6.1.4.1 Material Control Test Failure ....................................................... 38
6.2 Geotextile Installation ............................................................................................. 38
6.2.5 Handling And Placement ............................................................................ 38
6.2.6 Seams And Overlaps ................................................................................... 38
6.2.7 Repairs ........................................................................................................ 38
6.2.8 Placement Of Overlying Materials .............................................................. 39
6.3 Deficiencies ............................................................................................................. 39
7.0 DRAINAGE GEOCOMPOSITE CQA ......................................................................................41
7.1 DGC Material Approval ............................................................................................ 41
7.1.1 DGC Product Data ....................................................................................... 41
7.1.2 Shipment And Storage ................................................................................ 41
7.1.3 Quality Control Certificates ........................................................................ 41
7.1.4 DGC Material Control Tests ........................................................................ 41
7.1.4.1 Material Control Test Failure ....................................................... 42
7.2 DGC Installation ....................................................................................................... 42
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7.2.1 Handling And Placement ............................................................................ 42
7.2.2 Stacking And Joining ................................................................................... 42
7.2.3 Repairs ........................................................................................................ 42
7.2.4 Placement Of Overlying Materials .............................................................. 43
7.3 Deficiencies ............................................................................................................. 43
8.0 UNDERDRAIN SYSTEM CQA ..............................................................................................45
8.1 Underdrain System Material Approval ................................................................... 45
8.1.1 Coarse Aggregate (Drainage Aggregate) ................................................... 45
8.1.2 Geotextiles (Verify for each type of Geotextile) .......................................... 45
8.1.3 Geosynthetic Clay Liner (GCL) .................................................................... 45
8.1.3.1 GCL Product Data ......................................................................... 45
8.1.3.2 Shipment and Storage .................................................................. 45
8.1.3.3 Quality Control Certificates .......................................................... 46
8.2 Underdrain System Installation .............................................................................. 46
8.3 Deficiencies ............................................................................................................. 46
9.0 FINAL COVER SYSTEM CQA ...............................................................................................49
9.1 Final Cover System Material Approval ................................................................... 49
9.1.1 High Density Polyethylene (HDPE) Pipe ..................................................... 49
9.1.2 LFG System Components ........................................................................... 49
9.1.3 Aggregates (Verify for each type of aggregate) .......................................... 49
9.1.4 Geomembrane ............................................................................................. 49
9.1.5 Drainage Geocomposite .............................................................................. 50
9.1.6 Vegetative Soil Layer ................................................................................... 50
9.2 Final Cover System Installation .............................................................................. 50
9.3 Deficiencies ............................................................................................................. 50

TABLES
Table 2.1A 1 Final CQA Report General Outline (Cell Construction) .............................. 12
Table 2.1B 2 Final CQA Report General Outline (Final Cover System) ........................... 13
Table 3.1 3 CQA Testing Program for Embankment Material Approval ...................... 17
Table 3.2 4 CQA Testing Program for Compacted Embankment ................................. 17
Table 4.1 5 CQA Testing Program for Soil Liner Material Approval ............................ 23
Table 4.2 6 CQA Testing Program for Soil Liner Test Fill ............................................. 24
Table 4.3 7 CQA Testing Program for Soil Liner ........................................................... 25
Table 5.1 5 CQA Testing Program for Geomembrane Material Approval .................... 36
Table 5.2 6 Air Pressure Test Requirements ................................................................ 36
Table 6.1 11 CQA Testing Program for Geotextile Material Approval ............................ 39
Table 7.1 7 CQA Testing Program for Drainage Geocomposite Material Approval ..... 43
Table 8.1 10 CQA Testing Program for Underdrain ........................................................ 47
Table 9.18 CQA Testing Program for Final Cover System ........................................... 51

APPENDIX
Appendix A Reference List of Test Methods

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1.0 GENERAL
This Construction Quality Assurance (CQA) Manual has been prepared to provide the Owner,
(Design) Engineer, and CQA Engineer the means to govern the construction quality and to satisfy
landfill certification requirements under current solid waste management regulations.

More specifically, this CQA Manual addresses the soils components of the base grading and
final cover system. The landfill subgrade, as referenced herein, consists of two (2) feet of
specific soil types (SM, SC, ML, CL, MH, and/or CH). The final cover system consists of a passive
landfill gas (LFG) vents/wells and one of the following profiles:

Regulatory Final Cover:

• compacted soil barrier; and
• vegetative soil layer.

Alternative Final Cover System:

• Side Slopes:
o Vegetative Soil Layer

• Top Slopes:
o Textured 40-mil LLDPE geomembrane;
o drainage geocomposite with perimeter collection piping; and
o vegetative soil layer.

The CQA Manual is divided into the following sections:

• Section 1.0 General
• Section 2.0 CQA Documentation
• Section 3.0 Earthwork CQA
• Section 4.0 Soil Liner CQA
• Section 5.0 Geomembrane CQA
• Section 6.0 Drainage Geocomposite CQA
• Section 7.0 Final Cover System CQA
1.1 Definitions Relating to Construction Quality
1.1.1 Construction Quality Assurance (CQA)
In the context of this Manual, Construction Quality Assurance is defined as a
planned and systematic program employed by the Owner to assure conformity of
the final cover system installation with the project drawings and the project
specifications. CQA is provided by the CQA Engineer as a representative of the
Owner and is independent from the Contractor. The CQA program is designed to
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provide adequate confidence that items or services meet contractual and
regulatory requirements and will perform satisfactorily in service.
1.1.2 Construction Quality Control (CQC)
Construction Quality Control refers to actions by the manufacturers, fabricators,
installers, and/or the Contractor to ensure that the materials and the
workmanship meet the requirements of the project drawings and the project
specifications. The manufacturer's specifications and quality control (QC)
requirements are included in this CQA Manual by reference only. A complete
updated version of each geosynthetic component manufacturer's QC Plan shall
be incorporated as part of the Contractor's CQC Plan.
1.1.3 CQA Certification Document
At the completion of construction, a certification document will be prepared by
the CQA Engineer and submitted to the North Carolina Department of
Environmental Quality, Division of Waste Management. The certification report
will include documentation of all QC testing performed by the Geosynthetics
Manufacturers, all CQC testing performed by the Geosynthetic Installers, and all
CQA testing performed by the CQA Engineer.
1.1.4 Discrepancies Between Documents
The Contractor is instructed to bring discrepancies to the attention of the CQA
Engineer who shall then notify the Engineer for resolution. The Engineer has the
sole authority to determine resolution of discrepancies existing within the
Contract Documents (this may also require the approval of North Carolina
Department of Environmental Quality, Division of Waste Management). Unless
otherwise determined by the Engineer, the more stringent requirement shall be
the controlling resolution.
1.2 Parties to Construction Quality Assurance
1.2.1 Description of the Parties
The parties to Construction Quality Assurance and Quality Control include the
Owner, Engineer, Contractor, Geosynthetics Manufacturer, Geosynthetics
Installer, CQA Engineer, Geosynthetics CQA Laboratory, and Soils CQA
Laboratory.
1.2.1.1 Owner
The Owner is WI High Point, LLC (a subsidiary of Waste Industries USA,
Inc., who owns and/or is responsible for the facility.
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1.2.1.2 Engineer
The Engineer is responsible for the engineering design, drawings, and
project specifications for the final cover system. The Engineer is an
official representative of the Owner. The Engineer serves as
communications coordinator for the project, initiating the meetings
outlined in Section 1.6. The Engineer will also be responsible for proper
resolution of all quality issues that arise during construction. The
Engineer is Smith Gardner, Inc.
1.2.1.3 Contractor
The Contractor is responsible for the construction of the subgrade,
earthwork and final cover systems. The Contractor is responsible for the
overall CQC on the project and coordination of submittals to the CQA
Engineer. Additional responsibilities of the Contractor are defined by the
project specifications.
1.2.1.4 Geosynthetics Manufacturer
The Geosynthetics Manufacturer(s) is (are) responsible for the production
of the geosynthetic components used in landfill construction. The
Manufacturer(s) is (are) responsible for Quality Control (QC) during
manufacture of the geosynthetic components, certification of the
properties of the geosynthetic components, and field installation criteria.
1.2.1.5 Geosynthetics Installer
The Geosynthetics Installer(s) is (are) routinely a subcontractor of the
Contractor and is (are) responsible for field handling, storing, placing,
seaming, protection of (against wind, etc.), and other aspects of the
geosynthetics installations. The Installer may also be responsible for
transportation of these materials to the site, and for the preparation and
completion of anchor trenches.
1.2.1.6 CQA Engineer
The CQA Engineer is a representative of the Owner, is independent from
the Contractor, and is responsible for observing, testing, and
documenting activities related to the CQA of the earthworks at the site,
and the installation of the soil and geosynthetic components of the final
cover system. The CQA Engineer may make field observations and review
submittals for the Engineer and is responsible for notifying the Owner and
Engineer of all quality issues that arise during construction. The CQA
Engineer is also responsible for issuing a facility certification report,
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sealed by a Professional Engineer registered in The State of North
Carolina.
1.2.1.7 Geosynthetics CQA Laboratory
The Geosynthetics CQA Laboratory is a party, independent from the
Owner, that is responsible for conducting tests on conformance samples
of geosynthetics used in the final cover system. The Geosynthetics CQA
Laboratory service cannot be provided by any party involved with the
manufacture, fabrication, or installation of any of the geosynthetic
components. The services of the Geosynthetics CQA Laboratory are
coordinated by the CQA Engineer and are paid for by the Owner.
1.2.1.8 Soils CQA Laboratory
The Soils CQA Laboratory is a party, independent from the Owner, who is
responsible for conducting geotechnical tests on conformance samples of
soils and aggregates used in structural fills and the final cover system.
The services of the Soils CQA Laboratory are coordinated by the CQA
Engineer and are paid for by the Owner.
1.2.2 Qualifications of the Parties
The following qualifications are required of all parties involved with the
manufacture, fabrication, installation, transportation, and CQA of all materials
for the final cover system. Where applicable, these qualifications must be
submitted by the Contractor to the Owner and Engineer for review and approval.
1.2.2.1 Contractor
Qualifications of the Contractor are specific to the construction contract
and independent of this CQA Manual.
1.2.2.2 Geosynthetics Manufacturers
Each Geosynthetics Manufacturer must satisfy the qualifications
presented in the project specifications.
1.2.2.3 Geosynthetic Installer(s)
The Geosynthetic Installer(s) will be trained and qualified to install the
geosynthetics components of the final cover system. Each Geosynthetics
Installer must meet the requirements of the project specifications and be
approved by the Engineer.

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1.2.2.4 CQA Engineer
The CQA Engineer will act as the Owner’s Quality Assurance
Representative. The CQA Engineer will perform CQA testing to satisfy the
requirements of this CQA Manual and will prepare the CQA certification
document. The CQA Engineer will have experience in the CQA aspects of
the construction and testing of final cover systems, and be familiar with
ASTM and other related industry standards. The activities of the CQA
Engineer will be performed under the supervision of a Registered
Professional Engineer.
1.2.2.5 Geosynthetics CQA Laboratory
The Geosynthetics CQA Laboratory should be certified by the
Geosynthetics Accreditation Institute, will have experience in testing
geosynthetics, and be familiar with ASTM, GRI, and other applicable test
standards. The Geosynthetics CQA Laboratory will be capable of
providing test results within 24 hours or a reasonable time after receipt of
samples depending on the test(s) to be conducted, as agreed to at the
outset of the project by affected parties, and will maintain that standard
throughout the installation.
1.2.2.6 Soils CQA Laboratory
The Soils CQA Laboratory will have experience in testing structural fills
and be familiar with ASTM and other applicable test standards. The Soils
CQA Laboratory will be capable of providing test results within 24 hours
or a reasonable time after receipt of samples depending on the test(s) to
be conducted, as agreed to at the outset of the project by affected parties,
and will maintain that standard throughout the installation.
1.3 Scope of Construction Quality Assurance Manual
The scope of this CQA Manual includes the CQA of the soils and geosynthetic
components of the final cover system for the subject facility. The CQA for the selection,
evaluation, and placement of the soils is included in the scope.
1.4 Units
In this CQA Manual, all properties and dimensions are expressed in U.S. units.
1.5 References
The CQA Manual includes references to the most recent version of the test procedures
of the American Society of Testing and Materials (ASTM) and/or the Geosynthetic
Research Institute (GRI). Appendix A contains a list of these procedures.
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1.6 CQA Meetings
To facilitate the specified degree of quality during installation, clear, open channels of
communication are essential. To that end, meetings are critical.
1.6.3 Geosynthetics CQA Meeting
A CQA Meeting will be held at the site prior to placement of the geosynthetics. At
a minimum, the meeting will be attended by the Engineer, the CQA Engineer, the
Contractor, and the Geosynthetic Installation Superintendent(s).

The purpose of this meeting is to begin planning for coordination of tasks,
anticipate any problems which might cause difficulties and delays in
construction, and, above all, review the CQA Manual to all of the parties involved.
It is very important that the rules regarding testing, repair, etc., be known and
accepted by all.

This meeting should include all of the activities referenced in the project
specifications. The meeting will be documented by the Engineer and minutes will
be transmitted to all parties.
1.6.4 CQA Progress Meetings
Progress meetings will be held between the Engineer, the CQA Engineer, the
Contractor, the Geosynthetic Installation Superintendent(s), and representatives
from any other involved parties at the frequency dictated in the project
specifications or, at a minimum, once per month during active construction.
These meetings will discuss current progress, planned activities for the next
week, and any new business or revisions to the work. The CQA Engineer will log
any problems, decisions, or questions arising at this meeting in his periodic
reports. Any matter requiring action which is raised in this meeting will be
reported to the appropriate parties. These meetings will be documented by the
Engineer and minutes will be transmitted to affected parties.
1.6.5 Problem or Work Deficiency Meetings
A special meeting will be held when and if a problem or deficiency is present or
likely to occur. At a minimum, the meeting will be attended by the Engineer, the
CQA Engineer, the Contractor, and representatives from any other involved
parties. The purpose of the meeting is to define and resolve the problem or work
deficiency as follows:

• define and discuss the problem or deficiency;
• review alternative solutions; and
• implement an action plan to resolve the problem or deficiency.
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The meeting will be documented by the Engineer and minutes will be transmitted
to affected parties.
1.7 Control Versus Record Testing
1.7.1 Control Testing
In the context of this CQA Manual, Control Tests are those tests performed on a
material prior to its actual use in construction to demonstrate that it can meet
the requirements of the project plans and specifications. Control Test data may
be used by the Engineer as the basis for approving alternative material sources.
1.7.2 Record Testing
Record Tests are those tests performed during the actual placement of a
material to demonstrate that its in-place properties meet or exceed the
requirements of the project drawings and specifications.

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2.0 CQA DOCUMENTATION
An effective CQA plan depends largely on recognition of construction activities that should be
monitored and on assigning responsibilities for the monitoring of each activity. This is most
effectively accomplished and verified by the documentation of quality assurance activities. The
CQA Engineer will document that quality assurance requirements have been addressed and
satisfied.

The CQA Engineer will provide the Owner and Engineer with his daily and progress reports
including signed descriptive remarks, data sheets, and logs to verify that required CQA activities
have been carried out. These reports will also identify potential quality assurance problems.
The CQA Engineer will also maintain at the job site a complete file of project drawings, reports,
project specifications, a CQA Manual, checklists, test procedures, daily logs, and other pertinent
documents.
2.1 Daily CQA Report
The CQA Engineer's reporting procedures will include preparation of a periodic report
which, at a minimum, will include the following information, where applicable:

• a unique identifying sheet number for cross referencing and document control;

• date, project name, location, and other identification;

• data on weather conditions;

• a reduced scale Site Plan showing all proposed work areas and test locations;

• descriptions and location of ongoing construction;

• descriptions and specific locations of areas, or units, of work being tested and/or
observed and documented;

• locations where tests and samples were collected;

• a summary of test results;

• calibrations or recalibrations of test equipment, and actions resulting from
recalibration;

• off-site materials received, including quality verification documentation;

• decisions made regarding acceptance of units of work, and/or corrective actions
to be implemented in instances of substandard quality;

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• summaries of pertinent discussions with the Contractor and/or Geosynthetic
Installers; and

• the CQA Engineer’s signature.

The daily report must be completed at the end of each day. This information will be
submitted to the Engineer for review on a routine basis and to the Owner on request.
2.2 CQA Progress Reports
The CQA Engineer will prepare summary progress reports at time intervals as
requested by the Engineer or Owner or upon a total project shutdown. As a minimum,
this report will include the following information for the reporting period, where
applicable:

• a summary of work activities performed;

• a summary of construction situations, deficiencies, and/or defects;

• a summary of all test results, failures, and retests;

• a compilation of daily CQA reports; and

• the CQA Engineer’s signature.

Critical problems that occur will be communicated verbally to the Engineer immediately
as well as being included in the progress reports.
2.3 CQA Photographic Reporting
Photographs will be taken by the CQA Engineer at regular intervals during the
construction process and in all areas deemed critical by the CQA Engineer. These
photographs will serve as a pictorial record of work progress, problems, and mitigation
activities. Videotaping may be used to supplement photographs in the documentation of
work progress, problems, and/or mitigation activities. These records will be presented
to the Engineer following project completion.
2.4 Deficiencies
The Owner and Engineer will be made aware of any significant recurring non-
conformance with the project specifications. The Engineer will then determine the
cause of the non-conformance and recommend appropriate changes in procedures or
specification. When this type of evaluation is made, the results will be documented, and
any revision to procedures or project specifications will be approved by the Owner and
Engineer.
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2.5 Design and/or Project Technical Specification Changes
Design and/or project specification changes may be required during construction. In
such cases, the CQA Engineer will notify the Engineer. The Engineer will then notify the
appropriate agency, if necessary.

Design and/or project specification changes will be made only with the written
agreement of the Engineer, in the form of an addendum to the project specifications. All
design changes will include a detail (if necessary) and state which detail it replaces in
the plans.
2.6 Final CQA Report
At the completion of each major construction activity at the landfill unit, the CQA
Engineer will certify all required forms, observation logs, field and laboratory testing
data sheets including sample location plans, etc. The CQA Engineer will also provide a
final report which will certify that the work has been performed in compliance with the
plans and project technical specifications, and that the supporting documents provide
the necessary information.

The CQA Engineer will also provide summaries of all the data listed above with the
report. The Record Drawings will include scale drawings depicting the location of the
construction and details pertaining to the extent of construction (e.g., depths, plan
dimensions, elevations, soil component thicknesses, etc.). All surveying and base maps
required for development of the Record Drawings will be done by the Contractor’s
Construction Surveyor. These documents will be certified by the Contractor and
delivered to the CQA Engineer and included as part of the final CQA (Certification) report.

It may be necessary to prepare interim certifications, as allowed by the regulatory
agency, to expedite completion and review.

At a minimum, the items shown in Table 2.1 will be included in the Final CQA Report.
Note that some items may not be applicable to all projects.
2.7 Storage of Records
All handwritten data sheet originals, especially those containing signatures, will be
stored by the CQA Engineer in a safe repository on site. Other reports may be stored by
any standard method which will allow for easy access. All written documents will
become property of the Owner.

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Table 2.1A 1 Final CQA Report General Outline (Cell Construction)
1. Introduction
2. Project Description
3. CQA Program
a. Scope of Services
b. Personnel
4. Earthwork CQA
5. Geotextile CQA
6. Summary and Conclusions
7. Project Certification

Appendices
Appendix A Design Clarifications and Modifications
Appendix B Piezometer Abandonment (if applicable)
Appendix C Photographic Documentation
Appendix D Subgrade Inspection Report
Appendix E CQA Reporting
E1. CQA Reports
E2. CQA Meeting Minutes
Appendix F Earthwork CQA Data
F1. CQA Test Results - Control Tests
F2. CQA Test Results - Record Tests
Appendix G Record Drawings

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Table 2.1B 2 Final CQA Report General Outline (Final Cover System)
1. Introduction
2. Project Description
3. CQA Program
a. Scope of Services
b. Personnel
4. Earthwork CQA
5. Final Cover System CQA
6. Geomembrane CQA (if applicable)
7. Drainage Geocomposite CQA (if applicable)
8. Summary and Conclusions
9. Project Certification

Appendices
Appendix A Design Clarifications/Modifications
Appendix B Photographic Documentation
Appendix C CQA Reporting
C1. CQA Reports
C2. CQA Meeting Minutes
Appendix D Earthwork CQA Data
D1. CQA Test Results - Control Tests
D2. CQA Test Results - Record Tests
Appendix E Final Cover System CQA Data
E1. Manufacturer’s Product Data Submittals and Quality Control Certificates
E2. CQA Test Results - Drainage Aggregate
E3. CQA Test Results - Vegetative Soil Layer
E4. CQC Test Results - Pressure Testing of HDPE Piping
Appendix F Interface Shear Strength Test Data
Appendix G Geomembrane CQA Data
G1. Manufacturer’s Product Data Submittals and Quality Control Certificates
G2. Geosynthetics Inventory - Geomembrane
G3. CQA Test Results - Material Control Tests
G4. Subgrade Acceptance Certificates
G5. Trial Seam Logs
G6. Panel Placement Logs
G7. Panel Seaming Logs
G8. CQC Test Results - Nondestructive Seam Testing Report Forms
G9. CQC Test Results - Destructive Seam Testing Report Forms (Field)
G10. CQA Test Results - Destructive Seam Testing Report Forms (Laboratory)
G11. Repair Logs
G12. Geomembrane Installation Certification

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Table 2.1B (Continued):

Appendix H Drainage Geocomposite CQA Data
H1. Manufacturer’s Product Data Submittals and Quality Control Certificates
H2. Geosynthetics Inventory - Drainage Geocomposite
H3. CQA Test Results - Material Control Tests
Appendix I Record Drawings

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3.0 EARTHWORK CQA
This section of the CQA Manual addresses earthwork (excavation and embankment) and
outlines the soils CQA program to be implemented with regard to material approval, subgrade
approval, field control and record tests, and resolution of problems.
3.1 Embankment Material Approval
All material to be used as compacted embankment shall be approved in advance by the
CQA Engineer. Approval is based upon successful completion of CQA control testing
outlined below. Such testing can be performed either during excavation and stockpiling
or from existing stockpiles prior to use.
3.1.1 Control Tests
The procedure for CQA testing during excavation and stockpiling (including
existing stockpiles) is outlined below.

Each load of soil will be examined either at the borrow source or the stockpile
area. Any unsuitable material will be rejected or routed to separate stockpiles
consistent with its end use. Appropriate entries will be made in the daily log.

During stockpiling operations, control tests, as shown on Table 3.1, will be
performed by the CQA Engineer prior to placement of any compacted
embankment.
3.2 Subgrade Approval
The CQA Engineer will verify that the subgrade is constructed in accordance with the
project specifications. As part of this verification, the CQA Engineer will conduct an
inspection of the completed landfill subgrade after completion of excavation activities.
The CQA Engineer will notify State Solid Waste Regulators at least 24-hours in advance
of this inspection.
3.3 Earthwork Construction
3.3.1 Construction Monitoring
A. Earthwork shall be performed as described in the project specifications.

B. Only soil previously approved by the CQA Engineer (see Section 3.1) shall be
used in construction of the compacted embankment. Unsuitable material
will be removed prior to acceptance by the CQA Engineer.

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C. All required field density and moisture content tests shall be completed
before the overlying lift of soil is placed. The surface preparation (e.g.
wetting, drying, scarification, etc.) shall be completed before the CQA
Engineer will allow placement of subsequent lifts.

D. The CQA Engineer will monitor protection of the earthwork during and after
construction.
3.3.2 Control Tests
The control tests, as shown on Table 3.2, will be performed by the CQA Engineer
prior to placement of compacted embankment.
3.3.3 Record Tests
The record tests, as shown on Table 3.2, will be performed by the CQA Engineer
during placement of compacted embankment.
3.3.3.1 Record Test Failure
Recompaction of the failed area shall be performed and retested until the
area meets or exceeds requirements outlined in the specifications.
3.3.4 Judgmental Testing
During construction, the frequency of control and/or record testing may be
increased at the discretion of the CQA Engineer when visual observations of
construction performance indicate a potential problem. Additional testing for
suspected areas will be considered when:

• the rollers slip during rolling operation;
• the lift thickness is greater than specified;
• the fill material is at an improper moisture content;
• fewer than the specified number of roller passes are made;
• dirt-clogged rollers are used to compact the material;
• the rollers may not have used optimum ballast;
• the fill materials differ substantially from those specified; or
• the degree of compaction is doubtful.
3.4 Deficiencies
The CQA Engineer will immediately determine the extent and nature of all defects and
deficiencies and report them to the Owner and Engineer. All defects and deficiencies
will be documented by the CQA Engineer. The Contractor shall correct defects and
deficiencies to the satisfaction of the CQA Engineer. The CQA Engineer will observe all
retests on repaired defects.
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Table 3.1 3 CQA Testing Program for Embankment Material Approval
Property Test Method Minimum Test Frequency
Control Tests:
Visual Classification ASTM D 2488 Each Soil
Moisture-Density Relationship ASTM D 698 5,000 CY per Each Soil

Table 3.2 4 CQA Testing Program for Compacted Embankment
Property Test Method Minimum Test Frequency
Control Tests: (See Table 3.1)
Record Tests:
Lift Thickness ----- Each Soil
In-Place Density ASTM D 69381 20,000 ft2 per Lift &
1 per 500 LF/Lift of Berms
(< 200 ft. Base Width) Moisture Content ASTM D 69382

Notes:

1. Optionally use ASTM D 1556, ASTM D 2167, or ASTM D 2937. For every 10 nuclear
density tests perform at least 1 density test by ASTM D 1556, ASTM D 2167, or ASTM
D 2937 as a verification of the accuracy of the nuclear testing device.

2. Optionally use ASTM D 2216, ASTM D 4643, or ASTM D 4959. For every 10 nuclear
moisture tests perform at least 1 moisture test by ASTM D 2216, ASTM D 4643, or
ASTM D 4959 as a verification of the accuracy of the nuclear testing device.

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4.0 SOIL LINER CQA
This section of the CQA Manual addresses the soil liner component of the final cover system and
outlines the soils CQA program to be implemented with regard to material approval, subgrade
approval, test fill construction, field and laboratory control and record tests, and resolution of
problems.
4.1 Soil Liner Material Approval
All material to be used as soil liner shall be approved in advance by the CQA Engineer.
Approval is based upon successful completion of CQA control testing outlined below.
Such testing can be performed either during excavation and stockpiling or from existing
stockpiles prior to use.
4.1.5 Control Tests
The procedure for CQA testing during excavation and stockpiling (including
existing stockpiles) is outlined below.

Each load of soil will be examined either at the borrow source or the stockpile
area. Any unsuitable material will be rejected or routed to separate stockpiles
consistent with its end use. Appropriate entries will be made in the daily log.

During stockpiling operations, control tests, as shown on Table 4.1, will be
performed by the CQA Engineer prior to placement of any soil liner material.
4.2 Subgrade Approval
The CQA Engineer will verify that the soil liner subgrade is constructed in accordance
with the project specifications.
4.3 Test Fill Construction
A test fill meeting the requirements of the project specifications will be constructed
using the same construction methods, equipment, and material to be used for the soil
liner component. The test fill construction will be conducted prior to or coincide with the
beginning of construction of the soil liner component.

Construction equipment and methods will be reviewed by the CQA Engineer prior to test
fill placement.
4.3.6 Control Tests
The control tests, as shown on Table 4.2, will be performed by the CQA Engineer
prior to placement of soil liner material in the test fill.

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4.3.7 Record Tests
The record tests, as shown on Table 4.2, will be performed by the CQA Engineer
during placement of soil liner material in the test fill.
4.3.8 Test Fill Completion
The test fill program is completed when the Contractor has shown that the soil
liner constructed using the same construction methods, equipment, and material
to be used in construction of the soil liner will satisfy project specifications. No
soil liner can be placed until the test fill program is completed.
4.4 Soil Liner Construction
4.4.9 Construction Monitoring
A. Soil liner shall be placed as described in the applicable section(s) of the
project specifications using the construction methods, equipment, and
material demonstrated in the test fill construction.

B. Only soil previously approved by the CQA Engineer (see Section 4.1) shall be
used in construction of the soil liner. Unsuitable material will be removed
prior to acceptance by the CQA Engineer.

C. All required field density and moisture content tests shall be completed
before the overlying lift of soil is placed. The surface preparation (e.g.
wetting, drying, scarification, etc.) shall be completed before the CQA
Engineer will allow placement of subsequent lifts.

D. The CQA Engineer will monitor protection of the soil liner during and after
construction.

E. The liner surface shall be sprinkled with water as needed to prevent
desiccation. Should desiccation occur, the last lift shall be reconstructed in
accordance with the project specifications. Standing water should not be
present on the soil liner.

F. Frost heave or other damage due to freezing shall require lift reconstruction
in accordance with the project specifications.

G. The CQA Engineer will inspect the soil liner and certify that it is in accordance
with the project specifications and approved plans prior to the Contractor
beginning installation of overlying geosynthetics.

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H. The finished soil liner shall be free of all rock protrusions. All cracks and
voids shall be filled and the surface made uniform. This shall be
accomplished by final dressing of the soil liner with smooth-drum rollers and
hand raking. No rubber tired vehicles are permitted on the final dressed
surface unless authorized by the CQA Engineer.

I. The surface on which the overlying geosynthetics are to be placed shall be
maintained in a firm, clean, and smooth condition and shall be within the
acceptable moisture range before and during the geosynthetics installation.
4.4.10 Control Tests
The control tests, as shown on Table 4.3, will be performed by the CQA Engineer
prior to placement of soil liner material.
4.4.11 Record Tests
The record tests, as shown on Table 4.3 and as described below, will be
performed by the CQA Engineer during placement of soil liner material.

A. Each lift will be checked visually for soil clods, rocks, debris, plant materials
and other foreign material. Any such material which does not meet specified
requirements shall be identified and removed prior to and during the
compaction process.

B. The thickness of the loose lift will be measured at random locations after
spreading and leveling is completed. Loose lift thickness should not exceed
the depth of penetration of the compaction feet.

C. Moisture content will be monitored by the CQA Engineer prior to compaction.
If the soil is drier than the specified minimum moisture content, water will be
added and the lift will be disced to distribute the moisture evenly.

Results of testing will be certified within 7 days of soil liner placement.
4.4.11.2 Record Test Failure
The following procedures shall be used in the event of density or
hydraulic conductivity test failure:

A. Failed Density Test: Recompaction of the failed area shall be
performed and retested until the area meets or exceeds
requirements outlined in the specifications.

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B. Failed Hydraulic Conductivity Test: The area of failure shall be
localized and reconstructed in accordance with the project
specifications. This area will be retested as outlined within the plan
by the CQA Engineer. Optionally, at least five replicate samples shall
be obtained and tested by the Contractor in the immediate vicinity of
the failed test. If all five samples pass, then the initial failing test will
be discounted. However, should the replicate samples confirm the
failure of the soil liner to meet specifications, the area of failure shall
be localized, reconstructed, and retested as described above.
4.4.12 Judgmental Testing
During construction, the frequency of control and/or record testing may be
increased at the discretion of the CQA Engineer when visual observations of
construction performance indicate a potential problem. Additional testing for
suspected areas will be considered when:

• the rollers slip during rolling operation;
• the lift thickness is greater than specified;
• the fill material is at an improper moisture content;
• fewer than the specified number of roller passes are made;
• dirt-clogged rollers are used to compact the material;
• the rollers may not have used optimum ballast;
• the fill materials differ substantially from those specified; or
• the degree of compaction is doubtful.
4.4.13 Perforations In Soil Liner
All holes shall be patched with compacted soil liner (if allowed by the project
specifications) or sodium bentonite compacted and hydrated in the holes.
4.5 Deficiencies
The CQA Engineer will immediately determine the extent and nature of all defects and
deficiencies and report them to the Owner and Engineer. All defects and deficiencies
will be documented by the CQA Engineer. The Contractor shall correct defects and
deficiencies to the satisfaction of the CQA Engineer. The CQA Engineer will observe all
retests on repaired defects.

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Table 4.1 5 CQA Testing Program for Soil Liner Material Approval
Property Test Method Minimum Test Frequency
Control Tests:
Visual Classification ASTM D 2488 Each Soil
Moisture Content ASTM D 2216 2,000 CY per Each Soil
Grain Size Analysis ASTM D 422 2,000 CY per Each Soil
Atterberg Limits ASTM D 4318 2,000 CY per Each Soil
Moisture-Density Relationship ASTM D 698 5,000 CY per Each Soil
Hydraulic Conductivity - Lab Remolded ASTM D 50841 10,000 CY per Each Soil

Note:

1. Maximum effective confining pressure and hydraulic gradient as required by the
project specifications. Backpressure as recommended by ASTM D 5084.

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Table 4.2 6 CQA Testing Program for Soil Liner Test Fill
Property Test Method Minimum Test Frequency
Control Tests: (See Table 4.1):
Moisture-Density Relationship ASTM D 6984 1 per Lift
Hydraulic Conductivity - Lab Remolded ASTM D 50843,4 1 per Lift
Record Tests:
Lift Thickness ----- Each Lift
Atterberg Limits ASTM D 4318 1 per Lift
Grain Size Analysis ASTM D 422 1 per Lift
In-Place Density ASTM D 69381 3 per Lift
Moisture Content ASTM D 69382 3 per Lift
Hydraulic Conductivity - Undisturbed
(Shelby Tube) ASTM D 50843 1 per Lift

Notes:

1. Optionally use ASTM D 1556, ASTM D 2167, or ASTM D 2937. For every 10 nuclear
density tests perform at least 1 density test by ASTM D 1556, ASTM D 2167, or ASTM
D 2937 as a verification of the accuracy of the nuclear testing device.

2. Optionally use ASTM D 2216, ASTM D 4643, or ASTM D 4959. For every 10 nuclear
moisture tests perform at least 1 moisture test by ASTM D 2216, ASTM D 4643, or
ASTM D 4959 as a verification of the accuracy of the nuclear testing device.

3. Maximum effective confining pressure and hydraulic gradient as required by the
project specifications. Backpressure as recommended by ASTM D 5084.

4. These tests performed on the test fill may count toward the minimum frequencies
established in Table 4.1.

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Table 4.3 7 CQA Testing Program for Soil Liner
Property Test Method Minimum Test Frequency
Control Tests: (See Table 4.1):
Record Tests:
Lift Thickness ----- Each Lift
In-Place Density ASTM D 69381 10,000 ft2 per Lift
Moisture Content ASTM D 69382 10,000 ft2 per Lift
Hydraulic Conductivity - Undisturbed
(Shelby Tube) ASTM D 50843 80,000 ft2 per Lift

Notes:

1. Optionally use ASTM D 1556, ASTM D 2167, or ASTM D 2937. For every 10 nuclear
density tests perform at least 1 density test by ASTM D 1556, ASTM D 2167, or ASTM
D 2937 as a verification of the accuracy of the nuclear testing device.

2. Optionally use ASTM D 2216, ASTM D 4643, or ASTM D 4959. For every 10 nuclear
moisture tests perform at least 1 moisture test by ASTM D 2216, ASTM D 4643, or
ASTM D 4959 as a verification of the accuracy of the nuclear testing device.

3. Maximum effective confining pressure and hydraulic gradient as required by the
project specifications. Backpressure as recommended by ASTM D 5084.

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5.0 GEOMEMBRANE CQA
This section of the CQA Manual addresses the geomembrane final cover system and outlines
the CQA program to be implemented with regard to manufacturer and installer approval,
material approval, subgrade approval, field and laboratory control and record tests, repairs, and
resolution of problems.
5.1 Geomembrane Manufacturer and Installer Approval
The Contractor shall submit the qualifications of the Geomembrane Manufacturer and
the Geomembrane Installer, as described in the specifications, to the CQA Engineer for
approval.
5.2 Geomembrane Material Approval
5.2.1 Geomembrane Product Data
The CQA Engineer will review the Contractor’s submittals for conformance with
the project specifications.
5.2.2 Shipment And Storage
During shipment and storage, all geomembrane will be protected as required by
the project specifications. The CQA Engineer will observe rolls upon delivery at
the site.
5.2.3 Quality Control Certificates
Following delivery, the CQA Engineer will:

• verify that the Manufacturer’s quality control certificates have been
provided at the specified frequency and that each certificate identified the
rolls or sheets related to it; and

• review the Manufacturer’s quality control certificates and verify that the
certified properties meet the project technical specifications
5.2.4 Material Control Tests
Samples for material control tests, as shown on Table 5.1, will be obtained by the
CQA Engineer at the indicated frequencies upon delivery of the geomembrane.
Alternatively, samples may be randomly obtained at the manufacturing site by
the CQA Engineer or representatives of the Geosynthetics CQA Laboratory.
Unless otherwise specified, samples will be three (3) feet long by the roll or
sheet width. The CQA Engineer will mark the machine direction on the samples
with an arrow.
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All material control tests will be performed by the Geosynthetics CQA
Laboratory.

All control test results must be available at the site prior to the deployment of all
geomembrane. The CQA Engineer will examine all results from laboratory
conformance testing.
5.2.4.1 Material Control Test Failure
The following procedure will apply whenever a sample fails a material
control test:

A. The Geomembrane Installer will replace the roll or sheet of
geomembrane that is in nonconformance with the project
specifications with a roll or sheet that meets project specifications.

B. The Geomembrane Installer will remove conformance samples for
testing by the Geosynthetics CQA Laboratory from the closest
numerical roll or sheet on both sides of the failed roll or sheet. These
two samples must both conform to project specifications. If either of
these samples fails, then the next numerical roll or sheet will be
tested until a passing roll or sheet is found. This additional
conformance testing will be at the expense of the Geomembrane
Installer. If either of the two closest rolls or sheets fails, the Engineer
will dictate the frequency of additional testing.

The CQA Engineer will document actions implemented in conjunction with
material control test failures.
5.3 Geomembrane Installation
5.3.1 Handling
The Geosynthetic Installer will handle all geomembrane in such a manner as
required by the project specifications.

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5.3.2 Earthwork
5.3.2.1 Surface Preparation
The Geomembrane Installer will certify in writing that the surface on
which the geomembrane will be installed meets line and grade, and the
surface preparation requirements of the project specifications. The
certificate of acceptance will be given to the CQA Engineer prior to
commencement of geomembrane installation in the area under
consideration. The CQA Engineer will give a copy of this certificate to the
Engineer.

To ensure a timely covering of the surface, the Engineer may allow
subgrade acceptance in areas as small as one acre. After the supporting
soil has been accepted by the Geomembrane Installer, it will be the
Geomembrane Installer's responsibility to indicate to the Engineer and
CQA Engineer any change in the supporting soil condition that may
require repair work. If the CQA Engineer concurs with the Geomembrane
Installer, then the Engineer will ensure that the supporting soil is
repaired.
5.3.2.2 Anchorage System
The CQA Engineer will verify that anchor trenches have been constructed
and backfilled according to project specifications and design drawings.
5.3.3 Geomembrane Placement
5.3.3.1 Field Panel Identification
The CQA Engineer will document that the Geomembrane Installer labels
each field panel with an "identification code" (number or letter-number
consistent with the layout plan) agreed upon by the Geomembrane
Installer and CQA Engineer at the Geosynthetics CQA Meeting (see
Section 1.6.2).

The Geomembrane Installer will establish a table or chart showing
correspondence between roll or sheet numbers and field panel
identification codes. This documentation shall be submitted to the CQA
Engineer weekly for review and verification. The field panel identification
code will be used for all quality control and quality assurance records.

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5.3.3.2 Field Panel Placement
Location: The CQA Engineer will verify that field panels are installed at
the location indicated in the Geomembrane Installer's layout plan, as
approved or modified in Section 5.3.3.1.

Installation Schedule: The CQA Engineer will evaluate every change in
the schedule proposed by the Geomembrane Installer and advise the
Engineer on the acceptability of that change.

The CQA Engineer will record the identification code, location, and date of
installation of each field panel.

Placement of Geomembrane: The CQA Engineer will verify that project
specification related restrictions on placement of geomembrane are
fulfilled. Additionally, the CQA Engineer will verify that the supporting soil
has not been damaged by weather conditions.

Damage: The CQA Engineer will visually observe each panel, after
placement and prior to seaming, for damage. The CQA Engineer will
advise the Engineer which panels, or portion of panels, should be
rejected, repaired, or accepted. Damaged panels or portions of damaged
panels which have been rejected will be marked and their removal from
the work area recorded by the CQA Engineer. Repairs will be made
according to procedures described in this section.

As a minimum, the CQA Engineer will document that:

• the panel is placed in such a manner that it is unlikely to be
damaged; and

• any tears, punctures, holes, thin spots, etc. are either marked by
the Geomembrane Installer for repair or the panel is rejected.
5.3.4 Field Seaming
5.3.4.1 Seam Layout
The Geomembrane Installer will provide the CQA Engineer with a seam
layout drawing, i.e., a drawing of the area to be lined showing all expected
seams. The CQA Engineer and Engineer will review the seam layout
drawing and verify that it is consistent with the accepted state of practice
and this CQA Manual.

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A seam numbering system compatible with the panel numbering system
will be agreed upon at the Geosynthetics CQA Meeting (see Section 1.6.2).
An on-going written record of the seams and repair areas shall be
maintained by the Geomembrane Installer with weekly review by the CQA
Engineer.
5.3.4.2 Requirements of Personnel
The Geomembrane Installer will provide the CQA Engineer with a list of
proposed seaming personnel and their experience records. This
document will be reviewed by the CQA Engineer for compliance with
project specifications.
5.3.4.3 Seaming Equipment and Products
Field seaming processes must comply with project specifications.
Proposed alternate processes will be documented and submitted to the
Engineer and CQA Engineer for their approval. Only seaming apparatus
which have been specifically approved by make and model will be used.
The CQA Engineer will submit all documentation to the Engineer for his
concurrence.
5.3.5 Field Seam Control Tests
5.3.5.1 Trial Seams
A. Prior to production seaming, after four (4) hours of continuous
seaming, and/or when significant changes in geomembrane or
ambient temperature occurs, the Geomembrane Installer shall
perform trial seams to verify that seaming conditions and procedures
are adequate. Trial seams shall be performed by each operator of
extrusion welders and by the primary operator of each wedge welder
using seaming equipment to be used in production seaming.

B. Trial seams shall be made on appropriate sized pieces of identical or
equivalent geomembrane material.

C. Hot wedge trial seams shall be approximately 72" x 12" with the seam
centered lengthwise. Extrusion fillet trial seams shall be
approximately 36" x 12" with the seam centered lengthwise. A
minimum of four coupons shall be tested in peel and shear (two each)
(ASTM D 6392) by the Geomembrane Installer using a field
tensiometer. All coupons shall meet the minimum seam strength
requirements as shown in the project specifications.

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D. Each trial seam shall be assigned a number and the test results
recorded in the appropriate log by the Geomembrane Installer. The
CQA Engineer will observe all trial seams and compile all trial seam
logs.
5.3.6 Field Seam Record Tests
5.3.6.1 Nondestructive Seam Continuity Testing
The Geomembrane Installer shall test and document all seams
continuously over their full length using one of the following
nondestructive seam tests. This testing shall be performed
simultaneously with geomembrane deployment as the work progresses
and not at the completion of all field seaming.

A. Vacuum Testing shall conform to ASTM D 5641 requirements.

B. Air Pressure Testing (for double seam with an enclosed space) shall
conform to ASTM D 5820 requirements and the requirements listed in
Table 5.2.

The CQA Engineer will observe the nondestructive testing on a full time
basis to ensure conformance with this CQA Manual and the project
specifications.
5.3.6.2 Field Destructive Seam Testing
A. The Geomembrane Installer shall obtain 12" x 30" (or longer as
needed) samples of field seams with the seam centered lengthwise,
suitable for testing, at an average frequency of one sample per 500
linear feet of seam. The sample shall be cut into two equal-length
pieces, one for field destructive seam testing by the Geosynthetics
Installer and one given to the CQA Engineer as an archive sample.
The date, time, equipment, seam number, and seaming parameters
will be marked on each sample and recorded by the CQA Engineer.

B. The Geomembrane Installer shall perform and document field
destructive seam testing using a field tensiometer which has been
calibrated within the prior 6 months (calibration information shall be
provided to the CQA Engineer). A minimum of three (3) coupons each
will be tested in peel and shear (ASTM D 6392). Coupons shall meet
the minimum seam strength requirements as shown in the project
specifications.

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C. The CQA Engineer or the Owner may require additional random
samples to be collected for testing in areas which visually appear
defective and not in accordance with the project requirements.

D. All holes in the geomembrane resulting from destructive seam
sampling shall be immediately repaired in accordance with repair
procedures described in this manual.
5.3.6.3 Geosynthetics CQA Laboratory Destructive Testing
A. The Geomembrane Installer shall obtain 12" x 30" (or longer as
needed) samples of field seams with the seam centered lengthwise,
suitable for testing, at an average frequency of one sample per day to
confirm field destructive seam tests. The sample shall be cut into two
equal-length pieces, both to be given to the CQA Engineer for
laboratory destructive seam testing and as an archive sample. The
date, time, equipment, seam number, and seaming parameters will
be marked on each sample and recorded by the CQA Engineer.

B. Laboratory destructive test samples will be packaged and shipped to
the Geosynthetics CQA Laboratory by the CQA Engineer in a manner
that will not damage the test sample.

C. A minimum of five (5) coupons each will be tested in peel and shear
(ASTM D 6392) by the Geosynthetics CQA Laboratory. Coupons shall
meet the minimum seam strength requirements as shown in the
project specifications.

D. All geomembrane destructive test samples that fail to meet project
specifications will be saved and sent to the CQA Engineer for
observation.

E. The CQA Engineer will review laboratory test results as soon as they
become available.
5.3.6.4 Field Seam Record Test Failure
For noncomplying tests, the CQA Engineer will:

• observe continuity testing of the repaired areas performed by the
Geomembrane Installer;

• confirm the record location, date, test unit number, name of
tester, and compile the record of testing provided by the
Geomembrane Installer;
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• provide a walk-through inspection of all impacted seam areas and
verify that the areas have been tested in accordance with the CQA
Manual and project specifications; and

• verify that the Geomembrane Installer has marked repair areas
with the appropriate color-coded marking pencil.
5.3.6.5 Defining Extent of Field Seam Record Test Failure
All defective seam test failures must be bounded by acceptable
destructive tests. The CQA Engineer will document repair actions in
conjunction with all seam test failures.
5.3.7 Repairs & Verification
5.3.7.1 Repair Procedures
A. All repair procedures shall be in accordance with the project
specifications. The CQA Engineer will observe all repair procedures.

B. All surfaces shall be clean and dry at the time of the repair.

C. After an extrusion seam is made, no more than ¼ inch of abrasion
shall be visible beyond the weld.
5.3.7.2 Repair Verification
A. Each repair shall be numbered and logged by the Geomembrane
Installer.

B. Each repair shall be non-destructively tested by the Geomembrane
Installer using the methods described above. Repairs which pass
non-destructive testing shall be an indication of an adequate repair.

C. Repairs more than 150 feet long may be of sufficient length to require
destructive test sampling, at the discretion of the CQA Engineer. A
failed test indicates that the repair shall be redone and retested until
passing test results are achieved.

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5.4 Liner System Acceptance
The geomembrane component of the liner system will be accepted by the Owner when:

• the installation is finished;

• verification of the adequacy of all seams and repairs, including associated
testing, is complete;

• CQA Engineer provides the Engineer with a final copy of the nondestructive test
documentation, repair information, and as-built drawings, as submitted by the
Geomembrane Installer;

• CQA Engineer provides the Engineer with a certification, submitted by the
Geomembrane Installer that the geomembrane was installed in accordance with
the Geomembrane Manufacturer's recommendations as well as the project
drawings and project specifications; and

• all documentation of the installation is completed including the CQA Engineer's
final report.
5.5 Materials in Contact with Geomembranes
The quality assurance procedures indicated in this subsection are only intended to
assure that the installation of these materials does not damage the geomembrane. All
reasonable measures to protect the geomembrane and provide additional quality
assurance procedures are necessary to assure that systems built with these materials
will be constructed to ensure proper performance.
5.5.1 Soils
Prior to placement, the CQA Engineer will visually confirm that all soil materials
to be placed against the geomembrane comply with project specifications. The
Geomembrane Installer will provide the CQA Engineer a written surface
acceptance certificate in accordance with Section 5.3.2. All soil materials shall
be placed and compacted in accordance with project specifications.
5.5.2 Sumps and Appurtenances
The CQA Engineer will verify that:

• installation of the geomembrane in appurtenance areas, and connection
of the geomembrane to appurtenances have been made according to the
project specifications;

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• use extreme care while seaming around appurtenances since neither
nondestructive nor destructive testing may be feasible in these areas; and

• the geomembrane or appurtenances have not been visibly damaged while
making connections to appurtenances.
5.6 Deficiencies
The CQA Engineer will immediately determine the extent and nature of all defects and
deficiencies and report them to the Owner and Engineer. All defects and deficiencies
will be documented by the CQA Engineer. The Contractor shall correct defects and
deficiencies to the satisfaction of the CQA Engineer. The CQA Engineer will observe all
retests on repaired defects.

Table 5.1 8 CQA Testing Program for Geomembrane Material Approval
Property Test Method Minimum Test Frequency
Control Tests:
Thickness ASTM D 5199/D 5994 100,000 ft2 or 1 per Lot1
Density ASTM D 1505/D 792 100,000 ft2 or 1 per Lot1
Carbon Black Content ASTM D 1603 100,000 ft2 or 1 per Lot1
Carbon Black Dispersion ASTM D 5596 100,000 ft2 or 1 per Lot1
Tensile Properties:
ASTM D 6693 (Type IV) 100,000 ft2 or 1 per Lot1
Tensile Strength at Yield
Tensile Strength at Break
Elongation at Yield
Elongation at Break
Tear Resistance ASTM D 1004 100,000 ft2 or 1 per Lot1

Notes:

1. Whichever provides the larger number of tests.

Table 5.2 9 Air Pressure Test Requirements
Material Minimum Pressure (PSI) Maximum Pressure Drop
(PSI) After 5 Minutes
40 Mil LLDPE 25 3

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6.0 GEOTEXTILE CQA
This section of the CQA Manual addresses geotextiles and outlines the CQA program to be
implemented with regard to material approval, material control tests, repairs, and resolution of
problems.

6.1 Geotextile Material Approval
6.1.1 Geotextile Product Data
For each type of geotextile to be used, the CQA Engineer will review the
Contractor’s submittals for conformance with the project specifications.

6.1.2 Shipment And Storage
During shipment and storage, all geotextiles will be protected as required by the
project specifications. The CQA Engineer will observe rolls upon delivery at the
site.

6.1.3 Quality Control Certificates
Upon delivery, the CQA Engineer will:

• verify that the Manufacturer’s quality control certificates have been
provided at the specified frequency and that each certificate identified the
rolls related to it; and

• review the Manufacturer’s quality control certificates and verify that the
certified properties meet the project technical specifications.

6.1.4 Geotextile Material Control Tests
Samples for material control tests, as shown on Table 6.1, will be obtained by the
CQA Engineer at the indicated frequencies upon delivery of the geotextiles.
Alternatively, samples may be randomly obtained at the manufacturing site by
the CQA Engineer or representatives of the Geosynthetics CQA Laboratory.

Unless otherwise specified, samples will be three (3) feet long by the roll width.
The CQA Engineer will mark the machine direction on the samples with an arrow.

All material control tests will be performed by the Geosynthetics CQA
Laboratory.

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All test results must be available at the site prior to the deployment of all
geotextiles. The CQA Engineer will examine all results from laboratory testing.

6.1.4.1 Material Control Test Failure
The following procedure will apply whenever a sample fails a material
control test:

A. The Geosynthetic Installer will replace the roll of geotextile that is in
nonconformance with the project specifications with a roll that meets
project specifications.

B. The Geosynthetic Installer will remove samples for testing by the
Geosynthetics CQA Laboratory from the closest numerical roll on both
sides of the failed roll. These two samples must both conform to
project specifications. If either of these samples fails, then the next
numerical roll will be tested until a passing roll is found. This
additional testing will be at the expense of the Geosynthetic Installer.
If either of the two closest rolls fails, the Engineer will dictate the
frequency of additional testing.

The CQA Engineer will document actions taken in conjunction with
material control test failures.

6.2 Geotextile Installation
6.2.5 Handling And Placement
The Geosynthetic Installer will handle and place all geotextiles in such a manner
as required by the project specifications.

6.2.6 Seams And Overlaps
All geotextiles will be seamed or overlapped in accordance with project
specifications or as approved by the CQA Engineer and Engineer.

6.2.7 Repairs
Any holes or tears in the geotextile will be repaired in accordance with the
project specifications. The CQA Engineer will observe any repair.

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6.2.8 Placement Of Overlying Materials
All soil materials located on top of a geotextile shall be placed in accordance with
the project specifications.

6.3 Deficiencies
The CQA Engineer will immediately determine the extent and nature of all defects and
deficiencies and report them to the Owner and Engineer. All defects and deficiencies
will be documented by the CQA Engineer. The Contractor shall correct defects and
deficiencies to the satisfaction of the CQA Engineer. The CQA Engineer will observe all
retests on repaired defects.

Table 6.1 10 CQA Testing Program for Geotextile Material Approval
Property Test Method Minimum Test Frequency
Control Tests:
Tensile Properties ASTM D 4632 100,000 ft2 or 1 per Lot1
Puncture Resistance ASTM D 6241 100,000 ft2 or 1 per Lot1
Trapezoidal Tear Strength ASTM D 4533 100,000 ft2 or 1 per Lot1
Mass Per Unit Area
(Type GT- C Geotextile Only) ASTM D 5261 100,000 ft2 or 1 per Lot1
Apparent Opening Size (AOS)
(Type GT-S Geotextile Only) ASTM D 4751 100,000 ft2 or 1 per Lot1

Notes:

1. Whichever provides the larger number of tests.

2. CQA testing is not required for geotextiles placed outside of the containment area.

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May 2016 (Rev. April 2019) 7.0 Drainage Geocomposite CQA Page 41
7.0 DRAINAGE GEOCOMPOSITE CQA
This section of the CQA Manual addresses drainage geocomposite (DGC) and outlines the CQA
program to be implemented with regard to material approval, material control tests, repairs,
and resolution of problems.
7.1 DGC Material Approval
7.1.1 DGC Product Data
The CQA Engineer will review the Contractor’s submittals for conformance with
the project specifications.
7.1.2 Shipment And Storage
During shipment and storage, all DGC will be protected as required by the project
specifications. The CQA Engineer will observe rolls upon delivery at the site.
7.1.3 Quality Control Certificates
Following delivery, the CQA Engineer will:

• verify that the Manufacturer’s quality control certificates have been
provided at the specified frequency and that each certificate identified the
rolls related to it; and

• review the Manufacturer’s quality control certificates and verify that the
certified properties meet the project technical specifications.
7.1.4 DGC Material Control Tests
Samples for material control tests, as shown on Table 6.1, will be obtained by the
CQA Engineer at the indicated frequencies upon delivery of the DGC.
Alternatively, samples may be randomly obtained at the manufacturing site by
the CQA Engineer or representatives of the Geosynthetics CQA Laboratory.

Unless otherwise specified, samples will be three (3) feet long by the roll width.
The CQA Engineer will mark the machine direction on the samples with an arrow.

All material control tests will be performed by the Geosynthetics CQA
Laboratory.

All test results must be available at the site prior to the deployment of all DGC.
The CQA Engineer will examine all results from laboratory testing.

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7.1.4.1 Material Control Test Failure
The following procedure will apply whenever a sample fails a material
control test:

A. The Geosynthetic Installer will replace the roll of DGC that is in
nonconformance with the project specifications with a roll that meets
project specifications.

B. The Geosynthetic Installer will remove samples for testing by the
Geosynthetics CQA Laboratory from the closest numerical roll on both
sides of the failed roll. These two samples must both conform to
project specifications. If either of these samples fails, then the next
numerical roll will be tested until a passing roll is found. This
additional testing will be at the expense of the Geosynthetic Installer.
If either of the two closest rolls fails, the Engineer will dictate the
frequency of additional testing.

The CQA Engineer will document actions implemented in conjunction with
material control test failures.
7.2 DGC Installation
7.2.1 Handling And Placement
The Geosynthetic Installer will handle and place all DGC in such a manner as
required by the project specifications.
7.2.2 Stacking And Joining
When several layers of DGC are stacked, use care to ensure that stacked DGC
are placed in the same direction. Stacked DGC will never be laid in
perpendicular directions to the underlying DGC (unless otherwise specified by
the Engineer). The CQA Engineer will observe the stacking of DGC.

Adjacent rolls of DGC will be joined according to construction drawings and
project specifications.
7.2.3 Repairs
Any holes or tears in the DGC will be repaired in accordance with the project
specifications. The CQA Engineer will observe any repair.

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7.2.4 Placement Of Overlying Materials
All soil materials located on top of DGC shall be placed in accordance with the
project specifications.
7.3 Deficiencies
The CQA Engineer will immediately determine the extent and nature of all defects and
deficiencies and report them to the Owner and Engineer. All defects and deficiencies
will be documented by the CQA Engineer. The Contractor shall correct defects and
deficiencies to the satisfaction of the CQA Engineer. The CQA Engineer will observe all
retests on repaired defects.

Table 7.1 11 CQA Testing Program for Drainage Geocomposite Material Approval
Property Test Method Minimum Test Frequency
Control Tests:
Thickness (geonet only) ASTM D 5199 100,000 ft2 or 1 per Lot1
Density (geonet only) ASTM D 1505 100,000 ft2 or 1 per Lot1
Ply Adhesion ASTM D 7005 100,000 ft2 or 1 per Lot1
Transmissivity ASTM D 47162 1 per Resin Lot

Notes:

1. Whichever provides the larger number of tests.

2. Conduct tests for transmissivity in accordance with the conditions given in the
project specifications.

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8.0 UNDERDRAIN SYSTEM CQA
This section of the CQA Manual addresses the components of the underdrain system including
drainage aggregate and geotextiles. This section outlines the CQA program to be implemented
with regard to material approval, construction monitoring, and resolution of problems.

8.1 Underdrain System Material Approval
The CQA Engineer will verify that the following are provided and installed in accordance
with the project drawings, specifications, and this CQA Manual.

8.1.1 Coarse Aggregate (Drainage Aggregate)
A. Receipt of Contractor's submittals on coarse aggregate.

B. Review of submittals for coarse aggregate for conformity to the project
specifications.

C. Verify that coarse aggregate in stockpiles or at borrow sources conforms to
the project specifications.

D. Conduct material control tests in accordance with Table 8.1.

8.1.2 Geotextiles (Verify for each type of Geotextile)
The CQA program for geotextiles is presented in Section 6.0 of this CQA Manual.

8.1.3 Geosynthetic Clay Liner (GCL)
8.1.3.1 GCL Product Data
The CQA Engineer will review the Contractor’s submittals for
conformance with the project specifications.
8.1.3.2 Shipment and Storage
During shipment and storage, GCL will be protected as required by the
project specifications. The CQA Engineer will observe rolls upon delivery
at the site.

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8.1.3.3 Quality Control Certificates
Upon delivery, the CQA Engineer will:

• verify that the Manufacturer’s quality control certificates have
been provided at the specified frequency and that each certificate
identified the rolls related to it; and

• review the Manufacturer’s quality control certificates and verify
that the certified properties meet the project technical
specifications.

8.2 Underdrain System Installation
The CQA Engineer will allow installation of the Underdrain to proceed only after
he has been provided certification of the subgrade.

The CQA Engineer will monitor and document the construction of all Underdrain
components for compliance with the project specifications. Monitoring the
construction work includes the following:

• monitoring the minimum vertical buffer maintained between field
equipment and the geotextiles;

• monitoring that the placement of the underdrain components does not
fold or damage the underlying layers;

• conduct record tests on the protective cover layer in accordance with
Table 8.1.

8.3 Deficiencies
The CQA Engineer will immediately determine the extent and nature of all defects and
deficiencies and report them to the Owner and Engineer. All defects and deficiencies
will be documented by the CQA Engineer. The Contractor shall correct defects and
deficiencies to the satisfaction of the CQA Engineer. The CQA Engineer will observe all
retests on repaired defects.

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Table 8.1 12 CQA Testing Program for Underdrain
Component Property Test Method Minimum Test
Frequency
Control Tests:
Coarse Aggregate: Gradation ASTM C 136 2,500 CY
Permeability1 ASTM D 2434 2,500 CY
Carbonate Content ASTM D 3042 1 per Source

Notes:

1. Option for Failed Permeability Test:
In the case of a failed permeability test value within 20% of the specified value, an
additional three tests may be run on the proposed material. If all three tests pass,
then the results from the first test can be discounted. Otherwise a different material
or material from a different source shall be submitted. The cost for additional
testing shall be borne solely by the Contractor.

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9.0 FINAL COVER SYSTEM CQA
This section of the CQA Manual addresses the landfill gas (LFG) system, drainage aggregate and
piping, and the vegetative soil layer of the final cover system. By reference to Sections 5.0 and
7.0 of this CQA Manual, this section also addresses the geomembrane and drainage
geocomposite that are included in the final cover system. This section outlines the CQA
program to be implemented with regard to material approval, construction monitoring, and
resolution of problems.
9.1 Final Cover System Material Approval
The CQA Engineer shall verify that the following are provided and installed in accordance
with the project drawings, specifications, and this CQA Manual.
9.1.1 High Density Polyethylene (HDPE) Pipe
A. Receipt of Contractor's submittals on HDPE pipe.

B. Review of submittals for HDPE pipe for conformity to the project
specifications.
9.1.2 LFG System Components
A. Receipt of Contractor's submittals on LFG system components.

B. Review of submittals for LFG system components for conformity to the
project specifications.
9.1.3 Aggregates (Verify for each type of aggregate)
A. Receipt of Contractor's submittals on aggregates.

B. Review of submittals for aggregates for conformity to the project
specifications.

C. Verify that aggregates in stockpiles or at borrow sources conform to the
project specifications.

D. Conduct material control tests in accordance with Table 8.1.
9.1.4 Geomembrane
The CQA program for geomembranes is presented in Section 5.0 of this CQA
Manual.

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9.1.5 Drainage Geocomposite
The CQA program for drainage geocomposite is presented in Section 7.0 of this
CQA Manual.
9.1.6 Vegetative Soil Layer
A. Review the proposed source of vegetative soil layer for conformance with the
project specifications.

B. Conduct material control tests in accordance with Table 9.1.
9.2 Final Cover System Installation
The CQA Engineer will monitor and document the construction of all final cover system
components for compliance with the project specifications. Monitoring the construction
work for the components of the final cover system includes the following:

• verify location of all piping;

• monitoring the minimum vertical buffer maintained between field equipment and
geosynthetics/piping; and

• monitoring that the placement of the final cover system components does not
fold or damage the geosynthetics or other underlying layers.
9.3 Deficiencies
The CQA Engineer will immediately determine the extent and nature of all defects and
deficiencies and report them to the Owner and Engineer. All defects and deficiencies
will be documented by the CQA Engineer. The Contractor shall correct defects and
deficiencies to the satisfaction of the CQA Engineer. The CQA Engineer will observe all
retests on repaired defects.

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WI High Point C&D Landfill CQA Manual
May 2016 (Rev. April 2019) 9.0 Final Cover CQA Page 51
Table 9.113 CQA Testing Program for Final Cover System
Component Property Test Method Minimum Test
Frequency
Control Tests:
Coarse Aggregate: Gradation ASTM C 136 5,000 CY
Vegetative Soil Layer: Visual Classification ASTM D 2488 Each Load
Grain Size Analysis ASTM D 422 5,000 CY
Atterberg Limits ASTM D 4318 5,000 CY

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May 2016 (Rev. April 2019) 9.0 Final Cover CQA Page 52

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Appendix A
Reference List of Test Methods

Construction Quality Assurance Manual
WI High Point C&D Landfill
NC Solid Waste Permit No. 41-16
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May 2016 Appendix A: Reference List of Test Methods Page A1
Construction Quality Assurance Manual
Appendix A: Reference List of Test Methods

American Society American Society of Testing and Materials (ASTM):

ASTM C 136 Standard Test Method for Sieve Analysis of Fine and Coarse
Aggregates.

ASTM D 422 Standard Test Method for Particle Size Analysis of Soils.

ASTM D 698 Test Method for Laboratory Compaction Characteristics of Soil
Using Standard Effort (12,400 ft-lbf/ft3).

ASTM D 792 Standard Test Method for Density and Specific Gravity (Relative
Density) of Plastics by Displacement.

ASTM D 1004 Standard Test Method for Initial Tear Resistance of Plastic Film
and Sheeting.

ASTM D 1505 Standard Test Method for Density of Plastics by the Density-
Gradient Technique.

ASTM D 1556 Standard Test Method for Density and Unit Weight of Soil in Place
by the Sand-Cone Method.

ASTM D 1603 Standard Test Method for Carbon Black in Olefin Plastics.

ASTM D 2167 Standard Test Method for Density and Unit Weight of Soil in Place
by the Rubber Balloon Method.

ASTM D 2216 Standard Test Method for Laboratory Determination of Water
(Moisture) Content of Soil and Rock by Mass.

ASTM D 2434 Standard Test Method for Permeability of Granular Soils (Constant
Head).

ASTM D 2488 Standard Practice for Description and Identification of Soils
(Visual-Manual Procedure).

ASTM D 2937 Standard Test Method for Density of Soil in Place by the Drive
Cylinder Method.

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May 2016 Appendix A: Reference List of Test Methods Page A2
ASTM D 3042 Standard Test Method for Insoluble Residue in Carbonate
Aggregates.

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

ASTM D 4533 Standard Test Method for Trapezoid Tearing Strength of
Geotextiles.

ASTM D 4632 Standard Test Method for Grab Breaking Load and Elongation of
Geotextiles.

ASTM D 4643 Standard Test Method for Determination of Water (Moisture)
Content of Soil by the Microwave Oven Method.

ASTM D 4716 Standard Test Method for Constant Head Hydraulic Transmissivity
(In-Plane Flow) of Geotextiles and Geotextile Related Products.

ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of a
Geotextile.

ASTM D 4959 Standard Test Method for Determination of Water (Moisture)
Content of Soil by Direct Heating Method.

ASTM D 5084 Standard Test Method for Measurement of Hydraulic Conductivity
of Saturated Porous Materials Using a Flexible Wall
Permeameter.

ASTM D 5199 Standard Test Method for Measuring Nominal Thickness of
Geotextiles and Geomembranes.

ASTM D 5261 Standard Test Method for Measuring Mass per Unit Area of
Geotextiles.

ASTM D 5596 Standard Test Method for Microscopic Evaluation of the
Dispersion of Carbon Black in Polyolefin Geosynthetics.

ASTM D 5641 Standard Practice for Geomembrane Seam Evaluation by Vacuum
Chamber.

ASTM D 5820 Standard Practice for Pressurized Air Channel Evaluation of Dual
Seamed Geomembranes.

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May 2016 Appendix A: Reference List of Test Methods Page A3
ASTM D 5887 Standard Test Method for Measurement of Index Flux Through
Saturated Geosynthetic Clay Liner Specimens Using a Flexible
Wall Permeameter.

ASTM D 5993 Standard Test Method for Measuring Mass per Unit of
Geosynthetic Clay Liners.

ASTM D 5994 Standard Test Method for Measuring Core Thickness of Textured
Geomembrane.

ASTM D 6241 Standard Test Method for the Static Puncture Strength of
Geotextiles and Geotextile Related Products Using a 50 mm
Probe.

ASTM D 6391 Standard Test Method for Field Measurement of Hydraulic
Conductivity Limits of Porous Materials Using Two Stages of
Infiltration from a Borehole.

ASTM D 6392 Standard Test Method for Determining the Integrity of
Nonreinforced Geomembrane Seams Produced Using Thermo-
Fusion Methods.

ASTM D 6496 Standard Test Method for Determining Average Bonding Peel
Strength Between the Top and Bottom Layers of Needle-Punched
Geosynthetic Clay Liners.

ASTM D 6693 Standard Test Method for Determining Tensile Properties of
Nonreinforced Flexible Polyethylene and Nonreinforced
Polypropylene Geomembranes.

ASTM D 6938 Standard Test Methods for In-Place Density and Water Content of
Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow
Depth).

ASTM D 7005 Standard Test Method for Determining the Bond Strength (Ply
Adhesion) of Geocomposites.

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Attachment N
Financial Assurance

Permit Modification
WI High Point, LLC – WI High Point C&D Landfill – Phase 3
Jamestown, North Carolina

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DATE:16-Apr-19
BY:WMB
Item Item
No.Description Estimate
1.0 Landfill Closure Estimate 796,609$
2.0 Treatment and Processing Closure Estimate 38,225$
3.0 Landfill Post Closure Estimate 2,114,470$
4.0 Total Financial Assurance Estimate 2,949,304$
Notes:
WI High Point Landfill, LLC (NC Solid Waste Permit No. 41-16)
Engineer's Financial Assurance Summary
2. This ESTIMATE has been prepared for financial assurance purposes only and shall not be considered a replacement for an actual bid from a licensed contractor.
The ESTIMATE is intended to be accurate to within +/- 10% of the Total Estimated Cost.
1.  Costs are presented in current dollars and should be increased at an inflation rate prescribed by the NCDEQ Division of Waste Management per
http://deq.nc.gov/about/divisions/waste-management/solid-waste-section/financial-assurance-for-solid-waste-management-facilities if additional
review is not performed annually.
DATE:16-Apr-19
BY:WMB
WI High Point Landfill, LLC (NC Solid Waste Permit No. 41-16)
Engineer's Treatment and Processing Construction Cost Estimate
Item Item Contractor
No.Description Unit Quantity Unit Price Total Price Comments
Facility Area (Horizontal Plan) ---->AC 4
1.0 Pre-Construction Subtotal $2,000.00
1.1 Construction Documents & Bidding AC 4 $500.00 $2,000.00 S+G Estimate
2.0 Remedial Response Activities $30,150.00
2.1 Surveys and Layout AC 4 $500.00 $2,000.00 S+G Estimate
2.2 Mobilization, Demobilization, and Project Closeout AC 4 $350.00 $1,400.00 ~4% of Construction Cost
2.3 Wash Down & Cleanup of the Recovery Area AC 2 $1,500.00 $3,000.00 Assume single work crew per day.
2.4 Fencing & Concrete Barrier Protection LS 1 $5,000.00 $5,000.00
Assume close process area and place concrete
barriers across access road.
2.5 Excess Recycling & Processing Material CY 150 $45.00 $6,750.00
Assume cost of loading and transport for maximum
allowed storage volume
2.6 Erosion & Sediment Control (grading, silt fence, maintenance, etc.)AC 4 $1,000.00 $4,000.00 S+G Estimate
2.7 Revegetation AC 4 $2,000.00 $8,000.00 S+G Estimate
3.0 Quality Assurance, Certification, & Deed Notation $2,600.00
3.1 Engineering and Reporting AC 1 $2,500.00 $2,500.00 S+G Estimate
3.2 Surveying and Deed Notation AC 1 $100.00 $100.00 S+G Estimate
Remedial Response Estimate ----->$34,750 (2019$)
10% Contingency ---->$3,475
Total Estimate ---->$38,225 (2019$) (See Notes 1 & 2)
Notes:
1.  Costs are presented in current dollars and should be increased at an inflation rate prescribed by the NCDEQ Division of Waste Management per http://portal.ncdenr.org/web/wm/sw/financialassurance
     if additional review is not performed annually.
2. This ESTIMATE has been prepared for financial assurance purposes only and shall not be considered a replacement for an actual bid from a licensed contractor and is considered acceptable
within a +/- 10% of the Total Estimate value.
References:
Denotes values calculated in spreadsheet.
DATE:April 16-2019
BY:WMB
WI High Point Landfill, LLC (NC Solid Waste Permit No. 41-16)
Engineer's Closure Construction Cost Estimate
Item Item Contractor
No.Description Unit Quantity Unit Price Total Price Comments
Closure Area (Horizontal Plan) ---->AC 14.2
1.0 Pre-Construction Subtotal $22,100.00
1.1 Construction Documents & Bidding AC 14.2 $10k + $500/AC $22,100.00 S+G Estimate
2.0 Construction $697,089.33 Reference 1
2.1 Surveys and Layout AC 14.2 $500.00 $7,100.00 S+G Historical Estimate
2.2 Mobilization AC 14.2 $2,000.00 $28,400.00 ~4% of Construction Cost
2.3 Site Preparation (repairs to intermediate cover layer)AC 14.2 $1,500.00 $21,300.00 Assumed estimate for repair of erosion rills.
2.4 24" On-site Low Permeability Soil CY 45,819 $8.00 $366,549.33 S+G Historical Estimate
2.5 40 Mil Textured LLDPE (Beanie Cap)SF 65,000 $0.50 $32,500.00 S+G Historical Estimate
2.6 Drainage Geocomposite (Beanie Cap)SF 65,000 $0.50 $32,500.00 S+G Historical Estimate
2.7 Landfill Gas Venting System AC 14.2 $3,700.00 $52,540.00 S+G Historical Estimate
2.8 Cap Drainage Structures (berms, piping, etc.)AC 14.2 $8,000.00 $113,600.00 S+G Historical Estimate
2.9 Erosion & Sediment Control (grading, silt fence, maintenance, etc.)AC 14.2 $1,000.00 $14,200.00 S+G Historical Estimate
2.10 Revegetation AC 14.2 $2,000.00 $28,400.00 S+G Historical Estimate
3.0 Quality Assurance, Certification, & Deed Notation $59,670.00
3.1 Field Monitoring AC 14.2 $1,500.00 $21,300.00 S+G Estimate
3.2 Laboratory Testing AC 14.2 $2,000.00 $28,400.00 S+G Estimate
3.3 Engineering Certification AC 14.2 $5k + $250/AC $8,550.00 S+G Estimate
3.4 Surveying and Deed Notation AC 14.2 $100.00 $1,420.00 S+G Historical Estimate
4.0 Miscellaneous Costs to Close $17,750.00
4.1 Erosion and Stormwater Control (outside landfill footprint)AC 14.2 $1,000.00 $14,200.00 S+G Historical Estimate
4.2 Engineering and Reporting AC 14.2 $250.00 $3,550.00 S+G Historical Estimate
5.0 Total Closure Costs
Construction Estimate ----->$796,609 (2019$)
Cost per Acre ---->$56,099
Total Estimate ---->$796,609 (2019$) (See Notes 1 & 2)
Notes:
1.  Costs are presented in current dollars and should be increased at an inflation rate prescribed by the NCDEQ Division of Waste Management per http://portal.ncdenr.org/web/wm/sw/financialassurance
     if additional review is not performed annually.
2. This ESTIMATE has been prepared for financial assurance purposes only and shall not be considered a replacement for an actual bid from a licensed contractor and is considered acceptable
within a +/- 10% of the Total Estimate value.
References:
1. Approved WCA of High Point C&D Landfill - Permit to Construct Application prepared by Smith Gardner, Inc dated January 2016.
2. Final Cover Event No. 1 CQA Report prepared by Smith Gardner, Inc. for 10.7 acres of closure, dated October 16, 2017.
Denotes values calculated in spreadsheet.
6 of 6 Financial Assurance 2019 (Cap Event 1 and Phase 3 North).xls
DATE:16-Apr-19
BY:WMB
WI High Point Landfill, LLC (NC Solid Waste Permit No. 41-16)
Engineer's Post Closure Cost Estimate
Item Quantity Unit Comments
Groundwater Monitoring
Monitoring wells 11 wells Reference 1
Surface water point 4 points Reference 1
Sampling frequency 2 events Reference 1
Field sampling, collection, and shipping.$2,500 per event S+G estimate
Laboratory Analysis $200 per well S+G estimate
Data review, statistics, and reporting $3,000 per event S+G estimate
Maintenance and repair $100 per well S+G estimate
Subtotal Cost $18,100 per year
Landfill Gas Management
Control System Vents 0 vents Pro-rated @ one (1) per two (2) acres
Sub-Surface Perimeter Monitoring Probes 5 probes Per Ref. 2
Control system monitoring, maintenance and repair $200 per vent per year S+G estimate
Semi-Annual Perimeter Monitoring $250 per probe per year S+G estimate
Subtotal Cost $1,250 per year Averaged over post-closure period
Final Cover Management
Area of maintenance 24.9 acres Extends to area immediately around landfill.Mowing $150 per acre S+G estimate
Erosion and sediment control maintenance $200 per acre S+G estimate
Topdressing (seed & fertilizer)$150 per acre S+G estimate
Vector and rodent control $10 per acre S+G estimate
Maintenance Mobilization $1,100 per year S+G estimate
Subtotal Cost $13,799 per year
Administration, Inspections, and Reporting
Administration and record keeping $1,000 per year S+G estimate
Inspection $1,000 per year S+G estimate
Miscellaneous engineering $2,000 per year S+G estimate
Subtotal Cost $4,000 per year
Subtotal Post-Closure Costs
Estimated Average Annual Costs $37,149 per year (2019$)
Number of Years for Post-Closure 30 years
Cost per Acre $1,491.93 per year
Subtotal Post Closure Costs $1,114,470 (2019$) (See Notes 1 & 2)
Potential Assessment and Corrective (Remedial) Action
Minimum amount required by NCDENR Division of Waste Management $1,000,000 lump sum Regulatory requirement (Session Law 2011-262)
Subtotal Remedial Cost $1,000,000 lump sum
Total Post Closure and Remedial Costs $2,114,470 (2019$) (See Notes 1 & 2)
Total Closure, Post Closure, and Remedial Costs $2,911,079 (2019$) (See Notes 1 & 2)
Notes:
1.  Costs are presented in current dollars and should be increased at an inflation rate prescribed by the NCDEQ Division of Waste Management
per http://portal.ncdenr.org/web/wm/sw/financialassurance if additional review is not performed annually.
2. This ESTIMATE has been prepared for financial assurance purposes only and shall not be considered a replacement for an actual bid from a licensed contractor and is considered acceptable
within a +/- 10% of the Total Estimate value.
References:
1. WCA of High Point C&D Landfill Design Hydrogeologic Report by Smith Gardner, Inc. dated May 2016.
2. WCA of High Point C&D Landfill Operations Plan by Smith Gardner, Inc. dated May 2016.
Denotes values calculated in spreadsheet.