8301_ScotlandCoCDLF&TS_LOSPermit_app_FID1321533_20190524

Permit Documents

Scotland County C&D Landfill and Transfer Station
Maxton, North Carolina

Prepared for:

Scotland County
Laurinburg, North Carolina

March 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.
F-1370 F-1370
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March 8, 2019

Mr. Ming-Tai Chao, P.E.
Environmental Engineer
NCDEQ - Division of Waste Management
1646 Mail Service Center
Raleigh, NC 27699-1646
[e-mail]

RE: Scotland County C&D Landfill and Transfer Station (Permit Nos. 83-01 and 83-02T)
Request for Life of Site Permit - Revised

Dear Mr. Chao:

On behalf of Scotland County, Smith Gardner, Inc. (S+G) would like to submit this revised
request for issuance of life-of-site solid waste permits for the County’s construction and
demolition debris (C&D) landfill (Permit No. 83-01) and transfer station (Permit 83-02T). Per
your request, permit documents have been included as described herein.

C&D Landfill

Per 15A NCAC 13B.0207(c), the following information is provided (requirements listed in
italics):

(1) A specification of the life-of-site quantified in the site development or facility plan.

(2) Landfill capacity in years, projected for the life of the site.

(3) Average monthly disposal rates and estimated variances.

The gross capacity and anticipated life expectancy of construction and demolition
debris (C&D) landfill units were provided in the approved Facility and Engineering
Plan for the site contained in the previously approved permit application1. Table 1
(Total Operating Capacity and Life Expectancy) from this plan which includes this
information is provided as an attachment.

Anticipated disposal rates and estimated variances were also noted in the
approved Facility and Engineering Plan for the site1. In general, monthly disposal
rates may vary by +/- 20% from month to month based on past history.

1 Smith Gardner, Inc. (2014), Permit Amendment Application, Scotland County C&D Landfill – Phase IV,
March 2014, as revised through October 2014 (DIN 21952), approved by NCDEQ Division of Waste
Management on October 13, 2014 (DIN 21950).
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Mr. Ming-Tai Chao, P.E.
March 8, 2019
Page 2 of 3
(4) A copy of the local government franchise agreement or approving resolution for
the life of the site.

A copy of the approving resolution from most recent local government approval
for the landfill is attached.

Transfer Station

Per 15A NCAC 13B.0207(f), the following information is provided (requirement listed in
italics):

(1) A specification of the quantified life-of-site.

Construction of the existing transfer station was completed in 1997. There are no
site features or infrastructure that, through proper maintenance and/or
replacement, would limit the life of the transfer station.

Please contact us at your earliest convenience if you should have any questions or comments
on this submittal or if you require additional information.

Permit Documents

Permit documents (with minor updates as noted) from the previously approved permit
application for the continued operation of Phase IV1 are enclosed. Other than updates to
information in the following documents which are noted as follows, the information remains
unchanged from the previously approved application:

 Attachment E: Operations Manual*
o Updated contact information on page 2
 Attachment F: Closure and Post-Closure Plan
o Updated closure area/capacity on page 1
o Updated cost estimate on page 12 and Appendix A
 Attachment H: Water Quality Monitoring Plan
o Updated contact information on page 3
 Attachment I: Landfill Gas Monitoring Plan
o Updated contact information on page 3.

*Note that the Operations Manual also includes edits made in February 2015 to address DEQ
comments related to the transfer station.

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Mr. Ming-Tai Chao, P.E.
March 8, 2019
Page 3 of 3
Sincerely,
SMITH GARDNER, INC.

Joan A. Smyth, P.G. Pieter K. Scheer, P.E.
Vice President, Senior Hydrogeologist Vice President, Senior Engineer
[e-mail] [e-mail]

Attachments: Table 1 from Facility and Engineering Plan
Local Government Approval Resolution (June 18, 2009)

Enclosure: Permit Documents

cc: Sherri Stanley, NC DEQ DWM
Bryant Higgins, Scotland County
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Scotland County C&D Landfill - Phase IV Facility and Engineering Plan
March 2014 (Revised: September 2014) Page 6
Table 1 Total Operating Capacity and Life Expectancy
Unit Area
(Acres)
Capacity (See Note 1) Life Expectancy
(Years)
(See Note 2) Gross
(CY)
Net
(Tons)
Phase IV (Filled)
(as of April 26, 2013) 20.6 513,531 270,020 -----
Phase IV - Fill Sequence 1A ----- 87,316 47,151 5.9
Phase IV - Fill Sequence 1B ----- 85,815 46,340 5.8
Phase IV - Fill Sequence 2A ----- 78,621 42,455 5.3
Phase IV - Fill Sequence 2B ----- 74,470 40,214 5.0
Phase IV - Fill Sequence 3A ----- 88,260 47,660 6.0
Phase IV - Fill Sequence 3B ----- 86,100 46,494 5.8
Phase IV - Fill Sequence 4
(See Note 3) ----- 130,329 34,484 4.3
Totals: 20.6 1,144,442 574,819 38.1

Notes:

1. The net capacity is based on an assumed 10% periodic cover soil ratio and waste density of 0.6
tons/CY.
2. Life expectancy is based on an assumed average disposal rate of 8,000 tons/year. The life
expectancy of Fill Sequence 1A is projected from April 26, 2013.
3. The net capacity and life expectancy of Fill Sequence 4 accounts for the volume of the vegetative
soil layer over all of Phase IV.

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Permit Documents

Scotland County C&D Landfill and Transfer Station
Maxton, North Carolina

Prepared For:
Scotland County
Laurinburg, North Carolina

S+G Project No. SCOT-1

Joan A. Smyth, P.G.
Vice President, Senior Hydrogeologist

Pieter K. Scheer, P.E.
Vice President, Senior Engineer

March 2019

F-1370 F-1370
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Scotland County C&D Landfill and Transfer Station Permit Documents
March 2019 Table of Contents Page i
Scotland County C&D Landfill and Transfer Station
Maxton, North Carolina

Permit Documents

Table of Contents

North Carolina Solid Waste Management (15A NCAC 13B.0531 et seq.) and Sedimentation
Control (15A NCAC 4) rules addressed in each section of this document are shown in italics
after each section. Revisions since the previously approved 2014 permit application are as
noted.

Attachment A General Information

Attachment B Facility and Engineering Plan
(15A NCAC 13B.0537 and .0539)

Attachment C Technical Specifications
(15A NCAC 13B.0539 and .0540)

Attachment D Construction Quality Assurance Manual
(15A NCAC 13B.0541)

Attachment E Operations Manual (Rev. Contacts - March 2019)
(15A NCAC 13B.0402 and .0542)

Attachment F Closure and Post-Closure Plan (Rev. - March 2019)
(15A NCAC 13B.0543)

Attachment G Erosion and Sedimentation Control Plan
(15A NCAC 13B.0540 and 15A NCAC 4)

Attachment H Water Quality Monitoring Plan (Rev. Contacts - March 2019)
(15A NCAC 13B.0544)

Attachment I Landfill Gas Monitoring Plan (Rev. Contacts - March 2019)
(15A NCAC 13B.0544)

Attachment J Permit Drawings
(15A NCAC 13B.0537, .0539, .0540, .0542, and .0543 and
15A NCAC 4)

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Attachment A
General Information

Permit Documents
Scotland County C&D Landfill and Transfer Station
Maxton, North Carolina
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General Information

Scotland County Landfill Facility
Maxton, North Carolina

Prepared for:

Scotland County
Laurinburg, North Carolina

March 2014
Revised: August 2014

© 2014 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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Scotland County Landfill Facility General Information
March 2014 (Revised: August 2014) Table of Contents Page 1
Scotland County Landfill Facility
Maxton, North Carolina

General Information

1.Facility Name:

Scotland County Landfill

2.Owner Contact Information:

Scotland County Landfill
10681 Patterson Road
Maxton, NC 28354
Phone: [phone]
Fax: [phone]

Contact: Bryant Higgins, Public Works Director
[e-mail]

3.Consulting Engineer Contact Information:

Smith Gardner, Inc.
14 N. Boylan Ave.
Raleigh, NC 27603
Phone: [phone]
Fax: [phone]

Contacts: Pieter Scheer, P.E., Project Manager
[e-mail]

Joan A. Smyth, P.G., Senior Hydrogeologist
[e-mail]

4.Permit/Annual Fee Invoices:

Direct to Bryant Higgins
(See Contact Information in #2 above)

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Scotland County Landfill Facility General Information
March 2014 (Revised: August 2014) Table of Contents Page 2
5.Facility Description:

Scotland County, North Carolina (County) currently owns and operates the Scotland
County Landfill facility at 10681 Patterson Road near Maxton. The facility is permitted
for the disposal of construction and demolition debris (C&D) and the transfer of
municipal solid waste (MSW) under Solid Waste Permit Nos. 83-01 (C&D Landfill) and
83-02T (Transfer Station). The County also conducts several other solid waste
management activities at the facility. A brief site development history is as follows:

MSW Landfill Units

The County has operated the landfill under Solid Waste Permit No. 83-01 since June
1980. From June 1980 through December 1997, the landfill was permitted to receive
municipal solid waste (MSW). The MSW was disposed of in three unlined disposal units
(Phases I, II, and III) (see FFigure 1). It is estimated that approximately 800,000 tons of
MSW was disposed of in Phases I, II, and III, which have a total waste footprint of
approximately 49 acres. Each of the MSW units was closed in accordance with
applicable State Solid Waste Management Rules.

Construction and Demolition Debris (C&D) Landfill Units

Beginning in January 1998, and in accordance with State solid waste rules, MSW was no
longer disposed of in the landfill and instead was routed to the transfer station that was
permitted and constructed in 1997. The landfill has continued to operate since 1997 as a
C&D landfill (Phase IV disposal unit). The Phase IV C&D disposal unit is a vertical
expansion over the Phases II and III disposal units and has a waste footprint of
approximately 21 acres. Refer to FFigure 1 which shows existing and proposed landfill
units and solid waste management activities.

Transfer Station

The Scotland County Landfill facility has a transfer station for transfer of MSW to a
regional landfill (currently the Uwharrie Environmental Regional Landfill in Montgomery
County). This facility was permitted and subsequently constructed in 1997. Operation of
the transfer station began in January 1998.

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Scotland County Landfill Facility General Information
March 2014 (Revised: August 2014) Table of Contents Page 3
6.Property Information:

The current landfill facility boundary includes the following properties owned by
Scotland County:

Deed Book Information*:
Acreage
Deed Book Pages
8L 104 94.33
8L 108 3.27
439 41-44 44.60
Total Acreage:142.20

*Reference: Scotland County Register of Deeds website: ( http://www.scotlandcounty.org/register-of-
deeds-1.aspx)

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Attachment B
Facility and Engineering Plan

Permit Documents
Scotland County C&D Landfill and Transfer Station
Maxton, North Carolina
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Facility and Engineering Plan

Scotland County C&D Landfill - Phase IV
Maxton, North Carolina

Prepared for:

Scotland County
Laurinburg, North Carolina

March 2014
Revised: September 2014

© 2014 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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Scotland County C&D Landfill - Phase IV Facility and Engineering Plan
March 2014 (Revised: September 2014) Table of Contents Page i
Scotland County C&D Landfill - Phase IV
Maxton, North Carolina

Facility and Engineering Plan

Table of Contents
Page

1.0INTRODUCTION ......................................................................................................... 1
2.0FACILITY SERVICES AND WASTE STREAM ................................................................ 1
2.1Facility Services ......................................................................................................... 1
2.2Types of Waste ........................................................................................................... 2
2.3Disposal Rates and Estimated Variances ................................................................. 2
2.4Service Area ............................................................................................................... 2
2.5Procedures for Waste Segregation .......................................................................... 2
2.6Equipment Requirements ......................................................................................... 3
3.0LANDFILL CAPACITY ................................................................................................. 3
3.1Total Operating Capacity and Life Expectancy ......................................................... 3
3.2In-Place Ratio of Waste to Soil and Waste Density .................................................. 3
4.0AVAILABLE SOIL RESOURCES AND REQUIRED SOIL QUANTITIES ............................ 3
4.1Periodic Cover ........................................................................................................... 3
4.2Vegetative Soil Layer ................................................................................................. 3
4.3Soil Summary ............................................................................................................ 4
5.0CONTAINMENT AND ENVIRONMENTAL CONTROL SYSTEMS .................................... 4
5.1Final Cover System .................................................................................................... 4
5.2Erosion and Sedimentation Control .......................................................................... 5
5.3Landfill Gas Control .................................................................................................. 5
5.4Access and Roadways ............................................................................................... 5
6.0SLOPE STABILITY ...................................................................................................... 5

TABLES
Table 1Total Operating Capacity and Life Expectancy ............................................. 6
Table 2Soil Summary - Phase IV .............................................................................. 7

APPENDIX
Appendix A Landfill Design Calculations

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Scotland County C&D Landfill - Phase IV Facility and Engineering Plan
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1.0 INTRODUCTION
Scotland County, North Carolina (County) currently owns and operates a landfill and transfer
station facility near Maxton near the intersection of Patterson Road and Old Maxton Road.
Access for the facility is and will continue to be both off of Patterson Road and Old Maxton Road.
The facility is permitted for the disposal of construction and demolition debris (C&D) and the
transfer of municipal solid waste (MSW) under Solid Waste Permit Nos. 83-01 (C&D Landfill)
and 83-02T (Transfer Station), respectively. The County also conducts several other solid waste
management activities at the facility. Refer to FFigure 1 (Existing and Proposed Landfill Units
and Solid Waste Management Activities) (AAttachment A) which shows the existing conditions
and SSection 2.1, which describes facility services.

The County has operated the landfill under the current permit since June 1980. From June
1980 through December 1997, the landfill was permitted to receive MSW. The MSW was
disposed of in three unlined disposal units (Phases I, II, and III) (see FFigure 1 - Attachment A).
It is estimated that approximately 800,000 tons of MSW was disposed of in Phases I, II, and III,
which have a total waste footprint of approximately 49 acres. Each of the MSW units was closed
in accordance with applicable State Solid Waste Management Rules.

Beginning in January 1998, and in accordance with State solid waste rules, MSW was no longer
disposed of in the landfill and instead was routed to the transfer station that was constructed
and permitted in 1997. The landfill has continued to operate since 1997 as a C&D landfill (Phase
IV disposal unit). The Phase IV C&D disposal unit is a vertical expansion over the Phases II and
III disposal units and has a waste footprint of approximately 21 acres. Permitted grades for
Phase IV are shown on DDrawing S3 (Phase IV Final Cover Grading and Drainage Plan).

This plan presents information describing the continued operations of the Phase IV disposal
unit.

2.0 FACILITY SERVICES AND WASTE STREAM
2.1 Facility Services
Currently, the following activities or services are provided at the Scotland County
Landfill facility as shown on FFigure 1 (AAttachment A):

x Scales and scale house
x Administrative and maintenance buildings
x MSW transfer station (Permit 83-02T)
x Phase IV C&D landfill (Permit 83-01)
x Mobile home deconstruction area
x Yard waste storage and processing area

Scotland County also accepts and stores used tires, white goods/scrap metal, and
consumer electronics at the facility.
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2.2 Types of Waste
The Scotland County Landfill facility accepts municipal solid waste (MSW) originating
from residential, commercial, and industrial sources, construction and demolition
debris (C&D) waste, and other wastes (i.e. white goods/scrap metal and tires). These
wastes are segregated and directed to on-site facilities for disposal, transfer, or
processing/handling area as described in SSection 2.5.

2.3 Disposal Rates and Estimated Variances
Based on Solid Waste Management Annual Reports for the facility, the County disposed
of an average of 6,873 tons per year (average of approximately 26 tons per day based on
260 days of operation per year) of C&D over the past five reporting years (FY 2008-09
through FY 2012-13). Minimum and maximum disposal quantities were 4,505 tons (FY
2012-13) and 8,483 tons (FY 2008-09), respectively. As documented during the prior
local government approval process, the County has set a maximum disposal rate of
50,000 tons per year for the C&D landfill (average of 179 tons/day based on 280
operating days per year). For purposes of facility life expectancy calculations, a disposal
rate of 8,000 tons per year is assumed.

2.4 Service Area
The landfill facility currently serves the States of North Carolina and South Carolina.

2.5 Procedures for Waste Segregation
A brief description of procedures for waste segregation at the facility is as follows.

Wastes are segregated at the scale house. Operators at the scale house are trained to
classify and segregate the waste stream. MSW and C&D wastes will be directed to the
transfer station or C&D landfill unit, respectively. Yard wastes will be directed toward
the yard waste storage and processing area. Tires, white goods, and consumer
electronics will be directed to the appropriate processing/handling area where they will
be temporarily stockpiled for collection by recycling contractors.

Employees at the facility are trained in the safety procedures for the handling and
detection of illegal waste. The screening of unacceptable waste will be done through the
random checking of incoming loads by a County employee at the scale house and at the
tipping area. When unacceptable waste is detected at the scale house, the load will be
rejected and not permitted into the facility. If hazardous waste is found at the tipping
area, identification of the truck or persons will be made (if possible) and documented,
then the hazardous waste will be identified and placed in a hazardous waste container by
appropriately trained personnel and taken to a designated hazardous waste staging area
for proper disposal. If this occurs, the event will be reported to the appropriate
authorities.
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Refer also to the facility Operations Manual (AAttachment E) for more information.

2.6 Equipment Requirements
The County 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.

3.0 LANDFILL CAPACITY
3.1 Total Operating Capacity and Life Expectancy
Drawing S3 (Phase IV Final Grading and Drainage Plan) shows final cover grades for the
continued development of Phase IV. The final cover side slopes will be at a 4H to 1V
(maximum) slope, then transition at flatter slopes (5 to 8%) to the peak elevations.

The estimated gross and net operating capacities, life expectancy, and area of the Phase
IV C&D landfill unit are shown in TTable 1. The net capacity for waste and corresponding
life expectancy accounts for periodic cover and/or final cover. As noted in SSection 2.3,
life expectancies were calculated based on a disposal rate of 8,000 tons per year.

3.2 In-Place Ratio of Waste to Soil and Waste Density
The capacities obtained above were based on a 10 percent periodic cover ratio which is
typical for C&D landfills and a waste density of 1,200 pounds per cubic yard (pcy) which
is based on the density values estimated at the facility based on annual survey
information.

Note that changes in landfill operations (i.e. changes in compaction equipment/methods)
may affect the values assumed above and, thus, alter the life of the landfill.

4.0 AVAILABLE SOIL RESOURCES AND REQUIRED SOIL QUANTITIES
4.1 Periodic Cover
Assuming the previously mentioned periodic cover ratios, the required in-place volume
for use as periodic cover during operations of the landfill is shown in TTable 2.

4.2 Vegetative Soil Layer
On the basis of an average 2.0-foot thick vegetative soil layer required for the landfill
final cover, the in-place volume required is shown in TTable 2.

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4.3 Soil Summary
The above soil quantities are summarized in TTable 2. On-site borrow sources are
anticipated to have an adequate supply of soil to meet these needs.

5.0 CONTAINMENT AND ENVIRONMENTAL CONTROL SYSTEMS
The following systems and elements are the basic containment and environmental controls for
the C&D landfill unit. Technical specifications and construction quality assurance requirements
can be found in AAttachments C and D, respectively.

5.1 Final Cover System
The final cover system for Phases I and II will consist of the following components (top-
down):

Regulatory Final Cover System (.1627 (c)(1)):
x a 6-inch thick vegetative soil layer; and
x an 18-inch thick soil liner with a hydraulic conductivity (k) of no more than 1 x
10-5 cm/sec (“compacted soil barrier”).

OR

Alternative Final Cover System (.1627 (c)(2)):

Top Slopes (Typically 5 to 8%):
x an 18-inch thick vegetative soil layer;
x a drainage geocomposite (with drainage breaks);
x a 30-mil textured LLDPE geomembrane or geosynthetic clay liner
(GCL); and
x a 12-inch thick intermediate cover layer.

Side Slopes (Typically 4H:1V):
x a 24-inch thick vegetative soil layer.

The final cover system will be placed on prepared intermediate cover at a maximum
slope of 4H:1V. Surface water control devices and landfill gas (LFG) wells/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.

A final cover infiltration analysis was performed to demonstrate that the proposed
final cover system allows less infiltration than the regulatory final cover system (see
Appendix A). Note that this permit application assumes the installation of the
proposed alternative final cover system.
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5.2 Erosion and Sedimentation Control
Erosion and sedimentation control devices/measures are/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).

5.3 Landfill Gas Control
The landfill gas (LFG) control system for Phase IV will consist of wells and/or vents
placed within the waste to capture the gas and passively vent the gas. Wells and/or
vents will be placed in conjunction with the final cover system.

5.4 Access and Roadways
The facility is accessed from Patterson Road and Old Maxton Road. A scale and a scale
house are located near the Patterson Road entrance. FFigure 1 - Attachment A shows
this infrastructure.

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

6.0 SLOPE STABILITY
An evaluation of the veneer stability of the final cover system utilizing geosynthetics (top slopes)
as well as the slope stability of the overall waste mass of the Area 1 unit is addressed in
Appendix A. These analyses indicate that the proposed landfill configuration will be stable.

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Table 1 Total Operating Capacity and Life Expectancy
Unit AArea
(Acres)
Capacity (See Note 1) LLife Expectancy
(Years)
(See Note 2) Gross
(CY)
Net
(Tons)
Phase IV (Filled)
(as of April 26, 2013) 20.6 513,531 270,020 -----
Phase IV - Fill Sequence 1A ----- 87,316 47,151 5.9
Phase IV - Fill Sequence 1B ----- 85,815 46,340 5.8
Phase IV - Fill Sequence 2A ----- 78,621 42,455 5.3
Phase IV - Fill Sequence 2B ----- 74,470 40,214 5.0
Phase IV - Fill Sequence 3A ----- 88,260 47,660 6.0
Phase IV - Fill Sequence 3B ----- 86,100 46,494 5.8
Phase IV - Fill Sequence 4
(See Note 3) ----- 130,329 34,484 4.3
Totals: 20.6 1,144,442 574,819 38.1

Notes:

1. The net capacity is based on an assumed 10% periodic cover soil ratio and waste density of 0.6
tons/CY.
2. Life expectancy is based on an assumed average disposal rate of 8,000 tons/year. The life
expectancy of Fill Sequence 1A is projected from April 26, 2013.
3. The net capacity and life expectancy of Fill Sequence 4 accounts for the volume of the vegetative
soil layer over all of Phase IV.

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Scotland County C&D Landfill - Phase IV Facility and Engineering Plan
March 2014 (Revised: September 2014) Page 7
Table 2 Soil Summary - Phase IV
Unit QQuantity (CY)
Periodic Cover Vegetative Soil Layer
Phase IV - Fill Sequence 1A (See Note 1) 8,732 -----
Phase IV - Fill Sequence 1B 8,582 -----
Phase IV - Fill Sequence 2A 7,862 -----
Phase IV - Fill Sequence 2B 7,447 -----
Phase IV - Fill Sequence 3A 8,826 -----
Phase IV - Fill Sequence 3B 8,610 -----
Phase IV - Fill Sequence 4 6,386 (66,469)
Totals:(56,445) (66,469)

Notes:

1. Quantities estimated from April 26, 2013.

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Appendix A
Landfill Design Calculations

Facility and Engineering Plan
Scotland County Landfill - Phase IV
Maxton, North Carolina

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Scotland County C&D Landfill - Phase IV Facility and Engineering Plan
March 2014 (Revised: September 2014) Appendix A: Table of Contents Page A1
Facility and Engineering Plan
Appendix A: Landfill Design Calculations

Table of Contents

1.0 Quantity Calculations
x Capacity Evaluation (Density & Life Calcs.)
x Earthwork Quantities
2.0 Final Cover Infiltration Analysis
3.0 Final Cover Veneer Stability Evaluation
4.0 Slope Stability Evaluation

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ADDRESS TEL WEB
PROJECT SHEET 1 OF 10 DATE
COMPUTED BY
SUBJECT JOB # CHECKED BY
OBJECTIVE:
ANALYSIS:
PKS
Capacity Evaluation (Density & Life)SCOT-14-1
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 evalution 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.
14 N. Boylan Avenue, Raleigh, NC 27603 919.828.0577 www.smithgardnerinc.com
Scotland County C&D Landfill 8/23/2014
SMITH GARDNER, INC.SC CAPACITY LF DENSITY & LIFE R1.xls
DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4
PROJECTSHEETJOB #SUBJECTDATECOMPUTED BYCHECKED BYDensity and Filling Rate Calculations:Quantity ofCumulativeVolume Waste Waste Filling Waste Waste WasteStart End Total Time Filled Disposed Rate* Assumed Volume Volume Density** Density***Date Date (years) (cy) (tons) (lbs/cy) % (cy) (cy) (lbs/cy) (lbs/cy)1/1/1998 3/24/2005 7.23 401,405 182,457 990910 40,141 361,265 11,0101,0103/25/2005 11/3/2009 4.61 77,705 65,121 11,67610 7,771 69,935 11,8621,14811/4/2009 4/7/2010 0.42 4,382 2,905 11,32610 438 3,944 11,4731,1514/8/2010 4/27/2011 1.05 10,906 7,715 11,41510 1,091 9,815 11,5721,1614/28/2011 2/23/2012 0.82 13,315 5,943 889310 1,332 11,984 99921,1562/24/2012 4/26/2013 1.17 5,138 5,879 22,28810 514 4,624 22,5431,170Totals:15.31512,851270,02051,285461,566Current Cumulative Waste Density =1,170lbs/cy *Waste Filling Rate = (Tons of Waste Disposed)/(Volume Filled). **Waste Density = (Tons of Waste Disposed)/(Volume Filled - Volume of Periodic Cover).***Cumulative Waste Density = (Total Tons of Waste Disposed)/(Total Volume Filled - Total Volume of Periodic Cover).Period of InterestPeriodic CoverScotland County C&D Landfill2/10SCOT-14-1Capacity Evaluation - Filling Rate & Density Calculations8/23/2014PKSSMITH GARDNER, INC.C&D Fill & Density Calcs. SC CAPACITY LF DENSITY & LIFE R1.xlsDocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4
PROJECT SHEET
JOB #
SUBJECT DATE
COMPUTED BY
CHECKED BY
Waste & Periodic Cover Parameters:
Waste Density (pcy) = 1,200 (From Filling Rate and Density Calcs.) (Conservative Based on Recent)
Waste Density (tcy) = 0.60
Percentage of Periodic Cover = 10
Volume Calculations:
Volume From AutoCAD (cy) = 630,911 (Compared with April 26, 2013 Topo.) (Sum of Fill Sequences)
(= Gross Capacity Remaining)
Net (Waste) Capacity:
Adjustment For Other Layers:
Area of Final Cover (Ac.) = 20.6
2 feet Vegetative Soil Layer =(66,469)cy
Sum =(66,469)cy
Volume of Waste and Periodic Cover (cy) =564,442
Volume of Periodic Cover (cy) =(56,444)
Net (Waste) Capacity (cy) =507,998
Net (Waste) Capacity (tons) =304,799
Life Expectancy Calculations:
Start End Tons Total
Time Time Disposed Tons Remainder
2013.32 2014 5,440 5,440 299,359
2014 2015 8,000 13,440 291,359 Based on 8,000 Tons per Year
2015 2051.42 291,359 304,799 0
Landfill Life Expectancy (years) =38.1 June 2051
Fill Sequence Quantities:
Gross Volume Periodic Cover* Net Volume* Net Volume Life Expectancy
Sequence (CY) (CY) (CY) (Tons) (Years)
1A 87,316 8,732 78,584 47,151 5.9
1B 85,815 8,582 77,234 46,340 5.8
2A 78,621 7,862 70,759 42,455 5.3
2B 74,470 7,447 67,023 40,214 5.0
3A 88,260 8,826 79,434 47,660 6.0
3B 86,100 8,610 77,490 46,494 5.8
4* 130,329 6,386 57,474 34,484 4.3
Totals: 630,911 56,444 507,998 304,799 38.1
*Periodic cover & net volume for FS 4 account for volume of final cover soil.
Scotland County C&D Landfill 3/10
SCOT-14-1
Capacity Evaluation - Phase IV 8/23/2014
PKS
SMITH GARDNER, INC.C&D - Phase IV SC CAPACITY LF DENSITY & LIFE R1.xls
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10 of 10DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4
ADDRESS TEL WEB
PROJECT SHEET 1 OF 2DATE
COMPUTED BY
SUBJECT JOB # CHECKED BY
OBJECTIVE:
ANALYSIS:
14 N. Boylan Avenue, Raleigh, NC 27603 919.828.0577 www.smithgardnerinc.com
Scotland County C&DLF - Phase IV 8/27/2014
PKS
Earthwork Quantities SCOT-14-1
The volumes of each material were calculated by taking design thicknesses and/or cross sections and
multiplying by design areas and/or lengths. Areas and lengths were determined using AutoCAD, a
planimeter, and/or direct measurement.
To determine the earthwork and related material quantities associated with the construction and operation
of the landfill.
SMITH GARDNER, INC.EARTHWORK SG R1.xls
DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4
PROJECT SHEET 2/2
JOB #SCOT-14-1
SUBJECT DATE 8/27/2014
COMPUTED BY PKS
CHECKED BY
Area
(Acres)Cut (CY)Fill (CY)
20.6 ----- ----- 8,732 -----
----- ----- ----- 8,582 -----
----- ----- ----- 7,862 -----
----- ----- ----- 7,447 -----
----- ----- ----- 8,826 -----
----- ----- ----- 8,610 -----
------ ----- ----- 6,386 66,469
20.6 0 0 56,445 66,469
On-Site On-Site
(122,914)
Fill Sequence 3A
Totals (CY) =
Location (On-Site/Off-Site):
On-Site Soil Balance (CY) =
Periodic Cover
(CY)
Fill Sequence 1B
Fill Sequence 2A
Fill Sequence 2B
Vegetative Soil
Layer (CY)
Fill Sequence 1A
Fill Sequence 3B
Fill Sequence 4
Scotland County C&D Landfill - Phase IV
Earthwork Quantities - Summary
Landfill Unit
General Earthwork
SMITH GARDNER, INC.Summary EARTHWORK SG R1.xls
DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4
ADDRESS TEL WEB
PROJECT SHEET 1 OF 13 DATE
COMPUTED BY
SUBJECT JOB # CHECKED BY
OBJECTIVE:
REFERENCES:
ANALYSIS:
Final Cover Systems Analyzed:
1A. Proposed Final Cover System (Top Slopes - 5 to 8%): (Top Down)
A. 18 inches Vegetative Soil Layer
B. Drainage Geocomposite
C. 30 mil Textured LLDPE Geomembrane or Geosynthetic Clay Liner (GCL)
D. 12 inches Intermediate Cover
1B. Proposed Final Cover System (Side Slopes - 4H:1V):
A. 24 inches Vegetative Soil Layer
2. Regulatory Final Cover System: (Top Down)
A. 6 inches Vegetative Soil Layer
B.18 inches Compacted Soil Barrier (k = 1 x 10-5 cm/sec)
C. 12 inches Intermediate Cover
RESULTS:
Case
1A (GM)
1A (GCL)
1B (Soil)
2 (RMC)
PKS
14 N. Boylan Avenue, Raleigh, NC 27603 919.828.0577 www.smithgardnerinc.com
Scotland County C&DLF - Phase IV 3/3/2014
Final Cover Infiltration Analysis SCOT-14-1
To determine the expected average annual infiltration into the landfill through the proposed final cover
system. In that the proposed final cover system is an alternate system to the regulatory final cover, the
infiltration through the proposed system is compared to the infiltration through the regulatory system.
Use the EPA HELP Model in the analysis.
Schroeder, P.R., Lloyd, C.M., et. al, (1994), “The Hydrologic Evaluation of Landfill Performance (HELP)
Model - User’s Guide for Version 3,” EPA/600/9-94/168a, USEPA Risk Reduction Laboratory, Cincinnati,
Ohio.
Schroeder, P.R., Lloyd, C.M., et. al, (1994), “The Hydrologic Evaluation of Landfill Performance (HELP)
Model - Engineering Documentation for Version 3,” EPA/600/9-94/168b, USEPA Risk Reduction
Laboratory, Cincinnati, Ohio.
The results show that the proposed final cover system allows less infiltration than the regulatory final
cover system. HHELP Model runs are attached.
Average Annual
Infiltration (inches)
0.03
0.03
10.1
16.1
SMITH GARDNER, INC.FCS HELP SG.xls
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ADDRESS TEL WEB
PROJECT SHEET 1 OF 2DATE
COMPUTED BY
SUBJECT JOB # CHECKED BY
OBJECTIVE:
REFERENCE:
REQUIREMENTS:
ANALYSIS:
1.Treat the final cover as an infinite slope and use the following equation:
( Matasovic, 1991)
where:FS = factor of safety against shallow veneer failure
k s =
Ȗ c = unit weight of final cover material(s) (pcf)
Ȗw = unit weight of water (62.4 pcf) (pcf)
c = cohesion/adhesion along assumed failure surface (psf)
G = interface friction angle along assumed failure surface (degrees)
Z c = depth of final cover (depth to failure surface) (ft)
dw =
ȕ = slope angle of final cover (degrees)
2. Determine minimum interface shear strength as follows:
where:W = interface shear strength (lbs)
V = normal load (psf)
G = interface friction angle (min. value from analysis or greater)
c = cohesion/adhesion (min. value from analysis or greater)
FSmin(Seismic) = 1.0 (If Applicable)
7/31/2014
PKS
Final Cover Veneer Stability Evaluation SCOT-14-1
Matasovic, N. (1991), “Selection of Method for Seismic Slope Stability Analysis,” Proc. 2nd International
Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, St. Louis, Vol.
2, pp.1057-1062.
seismic coefficient (= 0 for static conditions) (= peak ground acceleration
for seismic conditions)
depth to seepage surface (assumed parallel to slope) (ft)
*Note: Based on an allowable LFG pressure of 6 inch-w.c. (= 31.2 psf), the use of a depth to seepage of
1.5 feet or less (for evaluation of interfaces above the geomembrane) will satisfy the evaluation for LFG
pressure against the bottom of the geomembrane as well.
14 N. Boylan Avenue, Raleigh, NC 27603 919.828.0577 www.smithgardnerinc.com
Scotland County - C&DLF - Phase IV
To determine the interface shear strength requirements for the final cover system veneer to satisfy the
required factor(s) of safety against sliding.
FSmin(Static) = 1.5

FS sistingForce
DrivingForce
c
z
zd
z k
k
cc
wc w
cc
s
s

ª
¬«º
¼»

Re cos tan tan tan
tan
JEG J
J EG
E
2 1
uzdwc w
J
W V G tan c
SMITH GARDNER, INC.STABILITY FCS SG.xls
DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4
PROJECT SHEET
JOB #
SUBJECT DATE
COMPUTED BY
CHECKED BY
Input Parameters:
Side Slope Angle (E):9.5 degrees (6.0H:1V Slope)Much Steeper than Top Areas
Final Cover: Thickness (z c): 2.0 ft
Unit Weight (J c): 110 pcf
Cohesion/Adhesion (c):0psf
Depth to Seepage (dw): 1.5 ft (= z if Slope is Dry)Assumes 6" Gas Pressure on Bottom
Seismic Coefficient (k s): 0 Static Conditions
0.09 Seismic Conditions (= Peak Ground Acceleration For The Site)
Required Factors of Safety:
Static: 1.5
Dynamic: 1.0
Static Conditions:
Resisting Driving
Force Force FS Comment
0.23 0.17 1.37 NNO GOOD
0.25 0.17 1.47 NNO GOOD
0.26 0.17 1.57 OOK
0.28 0.17 1.67 OOK
0.30 0.17 1.77 OOK
0.31 0.17 1.87 OOK
Seismic Conditions:
Resisting Driving
Force Force FS Comment
0.23 0.26 0.88 NNO GOOD
0.24 0.26 0.94 NNO GOOD
0.26 0.26 1.00 OOK
0.27 0.26 1.06 OOK
0.29 0.26 1.13 OOK
0.31 0.26 1.19 OOK

Minimum Interface Shear Strength Requirements:
Cohesion/Adhesion (c ) (From Above) =0 psf
Interface Friction Angle (G) =17 degrees (Use Min. Value From Above or Greater)

Interface
Friction Angle (G)
(degrees)
15
16
17
18
19
20
Interface
Friction Angle (G)
(degrees)
15
16
17
18
19
20
Normal Load (V)
(psf) Strength (W) (psf)
100 31
200 61
500 153
Scotland County - C&DLF - Phase IV 2/2
SCOT-14-1
Final Cover Veneer Stability Evaluation 7/31/2014
PKS
Interface Shear
SMITH GARDNER, INC.STABILITY FCS SG.xls
DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4
ADDRESS TEL WEB
PROJECT SHEET 1 OF 8DATE
COMPUTED BY
SUBJECT JOB # CHECKED BY
OBJECTIVE:
ANALYSIS:
RESULTS:
14 N. Boylan Avenue, Raleigh, NC 27603 919.828.0577 www.smithgardnerinc.com
Scotland County C&DLF - Ph. IV
Circular Failure (Static): 2.69
Based on the results of the evaluation (see attached), the minimum factor of safety satisfies EPA
guidelines.
The slope stability evaluations for the overall C&D landfill area were performed using the computer
program STABL5M, a computer program developed by Purdue University.
The slope stability evaluation was performed on the worst case cross section shown on the attached figure
(final grades shown). The shear strength envelope assumed for the waste in this evaluation was cohesion
= 500 psf and phi = 25 degrees; which is believed to be conservative for C&D wastes. Also, the shear
strength envelope assumed for the subgrade in this evaluation was cohesion = 25 psf and phi = 25 degrees;
which is believed to be conservative as well. The result is as follows:
3/3/2014
PKS
Slope Stability Evaluation SCOT-14-1
To perform a slope stability evaluation for the C&D landfill. Note that only static conditions were evaluated
in that the landfill is not in a seismic impact zone (apeak = 0.09). Based on EPA guidance for MSW landfills
(EPA/600/R-95/051), landfills are required to have a minimum long-term static factor of safety of 1.5.
SMITH GARDNER, INC.STABILITY.xls
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Attachment C
Technical Specifications

Permit Documents
Scotland County C&D Landfill and Transfer Station
Maxton, North Carolina
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Technical Specifications

Scotland County C&D Landfill - Phase IV
Maxton, North Carolina

Prepared for:

Scotland County
Laurinburg, North Carolina

March 2014
Revised: September 2014

© 2014 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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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 (Revised: September 2014) Table of Contents Page i
Scotland County C&D Landfill - Phase IV
Maxton, North Carolina

Technical Specifications

Table of Contents

Section

Specification
02223 Embankment
02240 Geotextiles
02258 Vegetative Soil Layer
02270 Erosion and Sedimentation Control
02271 Rip Rap
02275 Rolled Erosion Control Products
02712 Drainage Geocomposite
02720 Stormwater Systems
02776 Geosynthetic Clay Liner
02778 LLDPE Geomembrane
02930 Revegetation
13252 LFG Wells/Vents - Revised 9/2014

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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 Embankment Page 02223-1
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
Erosion and Sedimentation Control 02270
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 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).

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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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 Embankment Page 02223-2
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 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.

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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 Embankment Page 02223-3
B. Materials

1. Embankment materials shall consist of clean well-graded natural soil classified as SW,
SM, SM-SC, SC, ML, CL-ML, or CL (ASTM D 2488) containing no topsoil or other
deleterious material. 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.

C. Submittals Not Used.

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.

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.

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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 Embankment Page 02223-4
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. The Contractor shall be responsible for the control of surface and subsurface water,
when necessary.

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

10. 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.

11. 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.

12. 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.

13. 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.

14. 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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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 Embankment Page 02223-5
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.

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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 Embankment Page 02223-6
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 45q slope.
Embankment beneath roads shall be considered to include all embankment placed
within 2 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
DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4

Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 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 some erosion control and drainage applications.
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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 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.

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.

3. Seaming Procedures: Submit proposed seaming procedures including proposed method
and equipment.

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March 2014 Geotextiles Page 02240-3
4. 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. 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.

3. Seams:

a. All Geotextile seams shall be continuously sewn or heat bonded with methods
approved by the Engineer. Overlapping of seams may also be allowed if approved
in advance by the Engineer. All seams must be approved by the CQA Engineer.

b. On slopes of 6H:1V or steeper, all seams shall be oriented parallel to (in the
direction of) the slope unless otherwise approved by the Engineer.

c. 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.

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

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4. Repair Procedures:

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.

5. 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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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 Geotextiles Page 02240-5
Table 1: Required Geotextile Properties

Property Test Method Units
Value1
Type GT-S
Geotextile Construction
(NW = Nonwoven)
(W = Woven)
----- ----- NW2 or W3
Mass per Unit Area (Unit
Weight) ASTM D 5261 oz/yd2 N/A
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. Nonwoven geotextiles that have been heat calendered are not acceptable, unless
approved by the Engineer in advance.
3. Woven geotextiles shall be approved in advance by the Engineer. Woven geotextiles
formed exclusively with slit film fibers are not acceptable.
4. AASHTO M 288 criteria include the above listed requirements for: Tensile Properties,
Puncture Resistance, Trapezoidal Tear Strength, and Burst Strength.

END OF SECTION

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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 (Revised: August 2014) 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
Drainage Geocomposite 02712
Geosynthetic Clay Liner 02776
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 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.

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
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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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 (Revised: August 2014) Vegetative Soil Layer Page 02258-2
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).

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 is 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
equipment on the VSL will not be permitted.

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March 2014 (Revised: August 2014) Vegetative Soil Layer Page 02258-3
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:

a. The specified thickness has been achieved. A hand auger or similar method may
be used to check for thickness at each location.
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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 (Revised: August 2014) Vegetative Soil Layer Page 02258-4
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
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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 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
Stormwater Systems 02720
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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March 2014 Erosion and Sedimentation Control Page 02270-2
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. Permanent Sediment or Detention 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. Filter Berms:

Filter berms shall be constructed as shown on the Contract Drawings.

6. Down Chutes and Pipes:
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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 Erosion and Sedimentation Control Page 02270-3

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

7. Rip Rap:

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

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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March 2014 Erosion and Sedimentation Control Page 02270-4
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;

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

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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 Erosion and Sedimentation Control Page 02270-5
(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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March 2014 Erosion and Sedimentation Control Page 02270-6
Table 1: Required Silt Fence Filter Fabric Properties

Property Test Method Units Value1
Grab Tensile Strength2 ASTM D 4632 lbs 100 x 100
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
DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4

Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 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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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 Rip Rap Page 02271-2
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
DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4

Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 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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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 Rolled Erosion Control Products Page 02275-2
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):

ECB 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 shall also conform to the properties listed in
Table 1 of this section. ECB 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).

4. Turf Reinforcement Mat (TRM):

TRM 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 shall be designed to accelerate
seedling emergence, exhibit high resiliency, and possess strength and elongation
properties to limit stretching in a saturated condition. TRM shall be stabilized against
chemical and UV degradation which are normally found in a natural soil environment and
shall have no biodegradable components. TRM shall also conform to the properties listed
in Table 1 of this section. TRM shall be LANDLOK TRM 435, as manufactured by Propex
Fabrics, or approved equal.

5. 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
each RECP attesting that each RECP meets the physical and manufacturing requirements
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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 Rolled Erosion Control Products Page 02275-3
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. Shipping, Handling, and Storage Instructions: The Manufacturer’s plan for shipping,
handling, and storage shall be submitted for review.

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

4. 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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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 Rolled Erosion Control Products Page 02275-4
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.

Table 1: Required Rolled Erosion Control Product Properties

Property Test Method Units Value1
Erosion Control Blanket (ECB)
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)
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 and HPTRM.
2. Values for machine and cross machine direction (MD x XD), respectively.
END OF SECTION
DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4

Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 (Revised: August 2014) 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
Geosynthetic Clay Liner 02776
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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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 (Revised: August 2014) Drainage Geocomposite Page 02712-2
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 shall
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March 2014 (Revised: August 2014) Drainage Geocomposite Page 02712-3
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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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 (Revised: August 2014) Drainage Geocomposite Page 02712-4
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.

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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 (Revised: August 2014) Drainage Geocomposite Page 02712-5
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.

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.

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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 (Revised: August 2014) Drainage Geocomposite Page 02712-6
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.

(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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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 (Revised: August 2014) Drainage Geocomposite Page 02712-7
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
(Final Cover) 1.0 x 10-3 (See Note 2)
Interface Shear Strength (Peak)3, 4 ASTM D 5321
ASTM D 6243 (GCL) psf
(Final Cover) 61 psf (Load = 200 psf)

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 0.10 after a seating period of at least 24 hours. Boundary conditions
are soil (sand) interface on the upper geotextile and textured LLDPE geomembrane (or
GCL) 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.
4. The specified interface shear strength requirement is based on a finished slope no
steeper than 6H:1V. Steeper slopes will require evaluation by the Engineer.
DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4

Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 (Revised: August 2014) Drainage Geocomposite Page 02712-8
Table 2: Required Manufacturer Quality Control Tests

Property TTest Method MMinimum 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.

DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4

Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 (Revised: August 2014) Drainage Geocomposite Page 02712-9
Table 3: Required Contractor Quality Control Tests

Property TTest Method MMinimum 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:

Final Cover:

A. Textured LLDPE-GM (30 mil) or GCL against existing cover soils (intermediate
cover);
B. Drainage Geocomposite against textured LLDPE-GM (30 mil) or GCL; 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

DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4

Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 (Revised: August 2014) Drainage Geocomposite Page 02712-10

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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 Stormwater Systems Page 02720-1
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
Embankment 02223
Erosion and Sedimentation Control 02270
Rip Rap 02271

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,
drop inlets, manholes, and other appurtenances designated to convey stormwater.
DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4

Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 Stormwater Systems Page 02720-2
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.

2. Corrugated Metal Pipe (CMP):

a. Corrugated metal pipe and fittings shall be of the sizes shown or specified and
shall conform to every aspect of AASHTO M 36.

b. Corrugated metal pipe shall be fabricated from galvanized steel sheets.
Corrugation profile shall be 2⅔ inch crest to crest and ½ inch crest to valley, and
sheet thickness shall be 16 gage/.064 inch minimum.

c. Pipe sections shall be helically corrugated with each pipe end rerolled to obtain
no less than two (2) annular corrugations.

d. Coupling Bands: CMP shall be firmly joined by coupling bands in accordance with
the manufacturer’s recommendations. These bands shall be not more than two
nominal sheet thicknesses lighter than the thickness of the pipe to be connected
and in no case lighter than 0.052 inches.

e. All CMP utilized for permanent installation shall have gasketed joints.

f. Asphaltic or bituminous coatings shall be applied in conformance with the
manufacturer’s requirements, as applicable.

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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 Stormwater Systems Page 02720-3
3. Corrugated Polyethylene (CPE) Pipe:

CPE pipe and fittings shall be of the sizes and type shown on the Contract Drawings and
shall conform to every aspect of AASHTO M 252 (3 to 10 inch diameters) or AASHTO M 294
(12 to 36 inch diameters). All Type S CPE pipe shall have watertight joints.

4. Flared End Sections:

Flared end sections shall be reinforced and shall be fabricated from the same materials
meeting the same requirements as the pipe to which they are connected. All reinforced
concrete and corrugated metal flared end sections shall meet the requirements of the
NCDOT. Corrugated polyethylene flared end sections shall be as recommended by the
pipe manufacturer.

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
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.

DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4

Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 Stormwater Systems Page 02720-4
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.

8. The laying of reinforced concrete pipe shall conform to the current recommendations of
the American Concrete Pipe Association for Installation Type 1 or 2.

END OF SECTION
DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4

Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 (Revised: August 2014) 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
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) 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.

ASTM D 6496 Standard Test Method for Determining Average Bonding Peel
Strength Between the Top and Bottom Layers of Needle-
Punched Geosynthetic Clay Liners.

Geosynthetic Clay Liner (GCL): The GCL is used as a primary hydraulic barrier within the final cover
system.
DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4

Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 (Revised: August 2014) GCL Page 02776-2
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 3 of this
section.

5. Quality Assurance:

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

6. 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.

7. Installer Qualifications:

The GCL Installer shall have installed a minimum of 500,000 square feet of GCL in the
past two (2) years in similar landfill installations.

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 GCL.

b. Workmanship: The Contractor shall furnish the Owner a warranty from the GCL
Installer which warrants their workmanship to be free of defects on a prorata
basis for two (2) years after the final acceptance of the Work. This warranty shall
include but not be limited to overlapped seams, anchor trenches, attachments to
appurtenances, and penetration seals, as applicable.

c. Manufacturer's Warranty: The Contractor shall furnish the Owner a warranty
from the GCL Manufacturer for the materials used. The material warranty shall
be for defects or failures related to manufacture on a prorata basis for two (2)
years after date of shipment.

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
DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4

Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 (Revised: August 2014) GCL Page 02776-3
fragments of needles that would negatively effect the performance of the final product.
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.

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.

(2) Submit resume and references of Installation Supervisor to be assigned
to the Project, including data and duration of employment and pertinent
experience information.

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

DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4

Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 (Revised: August 2014) GCL Page 02776-4
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.

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.

i. Survey Results: Survey results for the completed subgrade (prepared
intermediate cover surface) shall be submitted for review prior to installation of
GCL.

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 and Workmanship 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.
DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4

Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 (Revised: August 2014) GCL Page 02776-5
2. Failing CQA Material Control Tests:

GCL that is rejected upon testing shall be removed from the project site and replaced at
Contractor's cost. Sampling and CQA testing of GCL 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 (prepared intermediate cover surface) 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. Survey: Upon completion of the 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.

c. Before an individual panel of GCL 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.

(2) The surface area to be lined has been rolled and compacted, free of
irregularities and abrupt changes in grade.

4. Installation of GCL:

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

b. 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 CQA Engineer, it shall be dried and
recompacted, and replaced if needed.

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

d. 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.

DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4

Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 (Revised: August 2014) GCL Page 02776-6
e. 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.

f. 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 and where performing a tie-in
with areas previously closed with GCL. 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.

g. GCL shall be temporarily secured in a manner approved by the CQA Engineer
prior to placement of overlying materials.

h. Any GCL 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 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 CQA Engineer.

i. GCL shall be covered with the overlying materials or otherwise protected from
hydration due to rainfall (i.e. temporary tarps, scrap geomembrane, etc.) within
24 hours of GCL placement, or sooner if rain is imminent.

j. Penetrations: All penetrations of GCL shall be made in accordance with the
Contract Drawings and/or as directed by the Engineer.

5. Cover Placement:

Placement of materials over GCL shall be performed in a manner as to ensure that GCL
and the underlying geosynthetics are not damaged; minimal slippage of GCL on the
underlying geosynthetics 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.

DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4

Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 (Revised: August 2014) GCL Page 02776-7
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 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
Interface Shear Strength
(Hydrated) (Peak)2, 3 ASTM D 6243 psf 61 psf (Load = 200 psf)

Notes:
1. Peak value measured at a normal load of 200 psf after a minimum 24 hour hydration
period.
2. GCL shall have adequate adhesion against adjacent materials under low normal loads to
achieve the successful installation of overlying components without slippage.
3. The specified interface shear strength requirement is based on a finished slope no
steeper than 6H:1V. Steeper slopes will require evaluation by the Engineer.

DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4

Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 (Revised: August 2014) GCL Page 02776-8
Table 2: Required Manufacturer Quality Control Tests

Property TTest Method MMinimum 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.

DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4

Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 (Revised: August 2014) GCL Page 02776-9
Table 3: Required Contractor Quality Control Tests

Property TTest Method MMinimum Test Frequency
Interface Shear Strength 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:

Final Cover:

A. Textured LLDPE-GM (30 mil) or GCL against existing cover soils (intermediate
cover);
B. Drainage Geocomposite against textured LLDPE-GM (30 mil) or GCL; 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

DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4

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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 (Revised: August 2014) LLDPE Geomembrane Page 02778-1
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
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.
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Scotland County C&D Landfill - Phase IV Technical Specifications
March 2014 (Revised: August 2014) LLDPE Geomembrane Page 02778-2
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 two (2) 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 two
(2) 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.

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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.

2. LLDPE-GM Materials:

a. Textured LLDPE-GM shall be 30 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, structuring, or
embossing. Texturing applied to LLDPE-GM using impingement methods shall be bonded
securely to the parent LLDPE-GM. 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.

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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.

(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.

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

i. Survey Results: Survey results for the completed subgrade (prepared
intermediate cover surface) shall be submitted for review prior to installation of
LLDPE-GM.

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.
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b. Survey: Upon completion of the 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.

c. 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.

(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 32q F
or above 100q F unless otherwise authorized, in writing, by the Engineer.
Installation of LLDPE-GM at temperatures below 32q 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.

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(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
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. Additionally, ATV tires shall be visually
inspected prior to movement onto the LLDPE-GM, to verify that tires are
free from sharp objects (nails, rocks, etc.) which may damage the
LLDPE-GM.

(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. When performing a
tie-in with existing areas covered with a GCL, overlap the existing GCL a
minimum of 12 inches and place granular sodium bentonite beneath the overlap
at a rate of approximately 0.25 lbs/linear foot.

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

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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
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.

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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).

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.

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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. 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.

9. 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
Interface Shear Strength
(Peak)1, 2,
ASTM D 5321

psf

61 psf (Load = 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. The specified interface shear strength requirement is based on a finished slope no
steeper than 6H:1V. Steeper slopes will require evaluation by the Engineer.

Table 2: Required Contractor Quality Control Tests

Property TTest Method MMinimum 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:

Final Cover:
A. Textured LLDPE-GM (30 mil) or GCL against existing cover soils (intermediate
cover);
B. Drainage Geocomposite against textured LLDPE-GM (30 mil) or GCL; 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 TTest Method
Value
Hot Wedge Seams Extrusion Fillet
Seams
30 mil:
Shear Strength1 ASTM D 6392 45 lbs/inch
Shear Elongation at Break2 50%
Peel Strength1 38 lbs/inch 34 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
Embankment 02223
Vegetative Soil Layer 02258
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:
Tall Fescue
Pensacola Bermudagrass
Sericea Lespedeza2
Kobe Lespedeza
Common Bermuda3
Seasonal Nurse Crop
80 lbs/acre
50 lbs/acre
30 lbs/acre
10 lbs/acre
25 lbs/acre
See Note 4
Temporary: See Note 5 See Note 5
Mulch ----- 4,000 - 5,000 lbs/acre
Binder ----- 150 gallons/acre

Notes:
1. Application rates and/or chemical analysis shall be confirmed or established by a soil
test(s).
2. From September 1 to March 1, use unscarified Sericea seed.
3. Use hulled Bermuda seed from April through October and unhulled Bermuda seed from
November to March.
4. Use seasonal nurse crop in accordance with seeding dates as stated below:
April 15 - August 15 10 lbs/acre German Millet or
15 lbs/acre Sudangrass
August 16 - April 14 25 lbs/acre Rye (grain).
5. For temporary seeding, follow the guidelines of the NC Erosion and Sediment Control
Planning and Design Manual.

END OF SECTION
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SECTION 13252

LANDFILL GAS WELLS/VENTS

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation of
Landfill Gas Wells/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
Geosynthetic Clay Liner 02776
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 Wells/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/Vents: Landfill Gas Wells/Vents are installed within the landfill in order to vent or
actively collect landfill gases, particularly methane, which builds up due to the decomposition of waste.
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B. Materials

1. Pipe:

All pipe and fittings shall be Schedule 40 PVC.

2. Perforated Pipe:

Perforations in well piping shall be as shown on the Contract Drawings.

3. Bentonite:

Coarse-ground, pelletized bentonite from an approved source is to be mixed thoroughly
with potable water at a ratio of 5 gallons of water to every 50 lbs. of bentonite.

4. Stone Backfill:

Stone backfill for Landfill Gas Wells/Vents shall be No. 57 stone, or approved equal.

5. 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 Wells/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 installing Landfill Gas Wells/Vents, such that he may observe the installation.

2. LFG Wells - Drilling:

a. Landfill gas wells are to be 36 inch diameter, drilled to a minimum depth of 20
feet or 20 but no closer than 10 feet from the bottom of waste. The Contractor
must use dry drilling equipment; wet rotary drilling equipment may not be used.
All borings shall be made with bucket type augers.

b. As soon as drilling is completed, a safety screen shall be placed over the top of
the bore. This screen shall stay in place until backfilling is within 4 feet of the
surface. Safety screen size should be large enough to accommodate all backfill
materials and any tools used during backfill yet not large enough for any human
to accidently fall through.

c. The bore for the well shall be straight and the well pipe shall be installed in the
center of the bore hole. The Contractor will take all tension off of the pipe by
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mechanical means and center the pipe in the middle of the borehole before
starting to backfill.

d. PVC well pipe shall be solvent cemented and lag bolted using stainless steel
hardware.

3. LFG Wells - Backfilling:

a. Backfilling of the well shall commence immediately after well drilling is
completed and the well piping has been installed in the borehole. Backfill
materials shall be installed as indicated on the Contract Drawings and as
approved by the Engineer.

b. Stone backfill shall be poured or scooped through the screen at a rate that will
not endanger the integrity of the well casing.

c. The well seal(s) shall be as shown on the Contract Drawings.

d. Soil backfill shall be used as shown on the Contract Drawings.

4. Abandonment of Boreholes:

Borings which have been advanced into the waste and which have been required to be
abandoned by the Engineer shall be backfilled up to the top of existing intermediate cover
elevations with on-site soils.

5. Landfill Gas Vents:

As an alternative to LFG wells, LFG vents shall be constructed as shown or described on
the Contract Drawings.

6. Disposal of Waste:

Waste from well/vent installation shall be disposed of within the active landfill area as
directed by the Owner and Engineer.

6. Penetrations of Geosynthetic Barriers:

Penetrations through geosynthetic barrier layers (geomembrane or GCL) shall be as
shown on the Contract Drawings or shall be as approved by the Engineer and CQA
Engineer.

END OF SECTION
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Attachment D
Construction Quality Assurance Manual

Permit Documents
Scotland County C&D Landfill and Transfer Station
Maxton, North Carolina
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Construction Quality Assurance Manual

Scotland County C&D Landfill - Phase IV
Maxton, North Carolina

Prepared for:

Scotland County
Laurinburg, North Carolina

March 2014
Revised: August 2014

© 2014 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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Scotland County C&D Landfill - Phase IV CQA Manual
March 2014 (Revised: August 2014) Table of Contents Page i
Scotland County C&D Landfill - Phase IV
Maxton, North Carolina

Construction Quality Assurance Manual

Table of Contents
Page

1.0GENERAL ................................................................................................................... 1
1.1Definitions Relating to Construction Quality ............................................................ 1
1.1.1Construction Quality Assurance (CQA) ......................................................... 1
1.1.2Construction Quality Control (CQC) .............................................................. 1
1.1.3CQA Certification Document ......................................................................... 2
1.1.4Discrepancies Between Documents ............................................................. 2
1.2Parties to Construction Quality Assurance .............................................................. 2
1.2.1Description of the Parties ............................................................................. 2
1.2.1.1Owner .............................................................................................. 2
1.2.1.2Engineer .......................................................................................... 2
1.2.1.3Contractor ....................................................................................... 3
1.2.1.4Geosynthetics Manufacturer .......................................................... 3
1.2.1.5Geosynthetics Installer ................................................................... 3
1.2.1.6CQA Engineer .................................................................................. 3
1.2.1.7Geosynthetics CQA Laboratory ...................................................... 3
1.2.1.8Soils CQA Laboratory...................................................................... 4
1.2.2Qualifications of the Parties ......................................................................... 4
1.2.2.1Contractor ....................................................................................... 4
1.2.2.2Geosynthetics Manufacturers ........................................................ 4
1.2.2.3Geosynthetic Installer(s) ................................................................ 4
1.2.2.4CQA Engineer .................................................................................. 4
1.2.2.5Geosynthetics CQA Laboratory ...................................................... 5
1.2.2.6Soils CQA Laboratory...................................................................... 5
1.3Scope of Construction Quality Assurance Manual ................................................... 5
1.4Units ........................................................................................................................... 5
1.5References ................................................................................................................. 5
1.6CQA Meetings ............................................................................................................ 6
1.6.1Geosynthetics CQA Meeting .......................................................................... 6
1.6.2CQA Progress Meetings ................................................................................ 6
1.6.3Problem or Work Deficiency Meetings ......................................................... 6
1.7Control Versus Record Testing ................................................................................. 7
1.7.1Control Testing .............................................................................................. 7
1.7.2Record Testing .............................................................................................. 7
2.0CQA DOCUMENTATION .............................................................................................. 9
2.1Daily CQA Report ....................................................................................................... 9
2.2CQA Progress Reports ............................................................................................ 10
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2.3CQA Photographic Reporting .................................................................................. 10
2.4Deficiencies ............................................................................................................. 10
2.5Design and/or Project Technical Specification Changes ....................................... 11
2.6Final CQA Report ..................................................................................................... 11
2.7Storage of Records .................................................................................................. 11
3.0EARTHWORK CQA .................................................................................................... 15
3.1Embankment Material Approval ............................................................................. 15
3.1.1Control Tests ............................................................................................... 15
3.2Subgrade Approval .................................................................................................. 15
3.3Earthwork Construction .......................................................................................... 15
3.3.1Construction Monitoring ............................................................................. 15
3.3.2Control Tests ............................................................................................... 16
3.3.3Record Tests ............................................................................................... 16
3.3.3.1Record Test Failure ...................................................................... 16
3.3.4Judgmental Testing .................................................................................... 16
3.4Deficiencies ............................................................................................................. 16
4.0FINAL COVER SYSTEM CQA ..................................................................................... 19
4.1Final Cover System Material Approval ................................................................... 19
4.1.1Drainage Pipe .............................................................................................. 19
4.1.2LFG System Components ........................................................................... 19
4.1.3Aggregates (Verify for each type of aggregate) .......................................... 19
4.1.4Geomembrane ............................................................................................. 20
4.1.5Drainage Geocomposite .............................................................................. 20
4.1.6Geosynthetic Clay Liner (GCL) .................................................................... 20
4.1.7Vegetative Soil Layer ................................................................................... 20
4.2Final Cover System Installation .............................................................................. 20
4.2.1Repair of Test Locations ............................................................................. 20
4.3Deficiencies ............................................................................................................. 21
5.0GEOMEMBRANE CQA .............................................................................................. 23
5.1Geomembrane Manufacturer and Installer Approval ............................................ 23
5.2Geomembrane Material Approval ........................................................................... 23
5.2.1Geomembrane Product Data ...................................................................... 23
5.2.2Shipment And Storage ................................................................................ 23
5.2.3Quality Control Certificates ........................................................................ 23
5.2.4Material Control Tests ................................................................................ 23
5.2.4.1Material Control Test Failure ....................................................... 24
5.3Geomembrane Installation ..................................................................................... 24
5.3.1Handling ...................................................................................................... 24
5.3.2Earthwork .................................................................................................... 25
5.3.2.1Surface Preparation ..................................................................... 25
5.3.2.2Anchorage System ........................................................................ 25
5.3.3Geomembrane Placement .......................................................................... 25
5.3.3.1Field Panel Identification .............................................................. 25
5.3.3.2Field Panel Placement ................................................................. 26
5.3.4Field Seaming .............................................................................................. 26
5.3.4.1Seam Layout ................................................................................. 26
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5.3.4.2Requirements of Personnel ......................................................... 27
5.3.4.3Seaming Equipment and Products .............................................. 27
5.3.5Field Seam Control Tests ........................................................................... 27
5.3.5.1Trial Seams ................................................................................... 27
5.3.6Field Seam Record Tests ............................................................................ 28
5.3.6.1Nondestructive Seam Continuity Testing .................................... 28
5.3.6.2Field Destructive Seam Testing ................................................... 28
5.3.6.3Geosynthetics CQA Laboratory Destructive Testing ................... 29
5.3.6.4Field Seam Record Test Failure .................................................. 29
5.3.6.5Defining Extent of Field Seam Record Test Failure .................... 30
5.3.7Repairs & Verification ................................................................................. 30
5.3.7.1Repair Procedures ........................................................................ 30
5.3.7.2Repair Verification ........................................................................ 30
5.4Liner System Acceptance ........................................................................................ 31
5.5Materials in Contact with Geomembranes ............................................................. 31
5.5.1Soils ............................................................................................................. 31
5.5.2Sumps and Appurtenances ......................................................................... 31
5.6Deficiencies ............................................................................................................. 32
6.0DRAINAGE GEOCOMPOSITE CQA ............................................................................. 35
6.1DGC Material Approval ............................................................................................ 35
6.1.1DGC Product Data ....................................................................................... 35
6.1.2Shipment And Storage ................................................................................ 35
6.1.3Quality Control Certificates ........................................................................ 35
6.1.4DGC Material Control Tests ........................................................................ 35
6.1.4.1Material Control Test Failure ....................................................... 36
6.2DGC Installation ....................................................................................................... 36
6.2.1Handling And Placement ............................................................................ 36
6.2.2Stacking And Joining ................................................................................... 36
6.2.3Repairs ........................................................................................................ 36
6.2.4Placement Of Overlying Materials .............................................................. 37
6.3Deficiencies ............................................................................................................. 37
7.0GEOSYNTHETIC CLAY LINER (GCL) CQA ................................................................. 39
7.1GCL Manufacturer and Installer Approval ............................................................. 39
7.2GCL Material Approval ............................................................................................ 39
7.2.1GCL Product Data ........................................................................................ 39
7.2.2Shipment And Storage ................................................................................ 39
7.2.3Quality Control Certificates ........................................................................ 39
7.2.4GCL Material Control Tests ........................................................................ 39
7.2.4.1Material Control Test Failure ....................................................... 40
7.3GCL Installation ....................................................................................................... 40
7.3.1Handling And Placement ............................................................................ 40
7.3.2Seams And Overlaps ................................................................................... 40
7.3.3Repairs ........................................................................................................ 40
7.3.4Placement Of Overlying Materials .............................................................. 41
7.4Deficiencies ............................................................................................................. 41

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TABLES
Table 2.1 2Final CQA Report General Outline (Final Cover System) ........................... 12
Table 3.1 3CQA Testing Program for Embankment Material Approval ...................... 17
Table 3.2 4CQA Testing Program for Compacted Embankment ................................. 17
Table 4.114CQA Testing Program for Final Cover System ........................................... 21
Table 5.1 8CQA Testing Program for Geomembrane Material Approval .................... 33
Table 5.2 9Air Pressure Test Requirements ................................................................ 33
Table 6.1 12CQA Testing Program for Drainage Geocomposite Material Approval ..... 37
Table 7.1 13CQA Testing Program for GCL Material Approval ..................................... 41

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 and geosynthetics components of the
final cover system. The final cover system on top slopes consists of landfill gas (LFG)
vents/wells, LLDPE geomembrane or geosynthetics clay liner (GCL), overlying granular and
geosynthetic drainage material with collection piping, and overlying vegetative soil layer. The
final cover system on side slopes consists of vegetative soil layer.

The CQA Manual is divided into the following sections:

x Section 1.0 General
x Section 2.0 CQA Documentation
x Section 3.0 Earthwork CQA
x Section 4.0 Final Cover System CQA
x Section 5.0 Geomembrane CQA
x Section 6.0 Drainage Geocomposite CQA
x Section 7.0 Geosynthetic Clay Liner 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 and all manufacturers. The CQA
program is designed to provide adequate confidence that items or services meet
contractual and regulatory requirements and will perform satisfactorily in
service.

1.1.2 Construction Quality Control (CQC)
Construction Quality Control refers to actions taken by 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.

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1.1.3 CQA Certification Document
At the completion of construction, a certification document will be prepared by
the CQA Engineer and submitted to State Solid Waste Regulators. 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 State Solid Waste
Regulators). 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 Scotland County, who owns and/or is responsible for the
facility.

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 SSection 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.

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1.2.1.3 Contractor
The Contractor is responsible for the construction of the final cover
system. 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.
Note that the Owner may perform some or all of the duties of the
Contractor.

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,
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
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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, that 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.

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
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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 aggregates 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). AAppendix 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.

1.6.1 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.

1.6.2 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 daily or
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.

1.6.3 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:

x define and discuss the problem or deficiency;
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x review alternative solutions; and
x implement an action plan to resolve the problem or deficiency.

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 daily report
which, at a minimum, will include the following information, where applicable:

x a unique identifying sheet number for cross referencing and document control;

x date, project name, location, and other identification;

x data on weather conditions;

x a reduced scale Site Plan showing all proposed work areas and test locations;

x descriptions and location of ongoing construction;

x descriptions and specific locations of areas, or units, of work being tested and/or
observed and documented;

x locations where tests and samples were taken;

x a summary of test results;

x calibrations or recalibrations of test equipment, and actions taken as a result of
recalibration;

x off-site materials received, including quality verification documentation;

x decisions made regarding acceptance of units of work, and/or corrective actions
to be taken in instances of substandard quality;

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x summaries of pertinent discussions with the Contractor and/or Geosynthetic
Installers; and

x 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 upon 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:

x a summary of work activities performed;

x a summary of construction situations, deficiencies, and/or defects;

x a summary of all test results, failures, and retests;

x a compilation of daily CQA reports; and

x 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 upon completion of the project.

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, and will take 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 TTable 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 2.1 1 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 or GCL CQA
7. Drainage Geocomposite CQA
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
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
Appendix H GCL CQA Data
H1. Manufacturer’s Product Data Submittals and Quality Control Certificates
H2. Geosynthetics Inventory - GCL
H3. CQA Test Results - Material Control Tests
H4. GCL Installation Certification
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Table 2.1B (Continued):

Appendix I Drainage Geocomposite CQA Data
I1. Manufacturer’s Product Data Submittals and Quality Control Certificates
I2. Geosynthetics Inventory - Drainage Geocomposite
I3. CQA Test Results - Material Control Tests
Appendix J Record Drawings
J1. Subgrade As-Built
J2. Geomembrane or GCL As-Built
J3. Vegetative Soil Layer As-Built

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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 TTable 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 compacted embankment subgrade is constructed
in accordance with the project specifications.

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 SSection 3.1) shall be
used in construction of the compacted embankment. 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.
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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 TTable 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 TTable 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:

x the rollers slip during rolling operation;
x the lift thickness is greater than specified;
x the fill material is at an improper moisture content;
x fewer than the specified number of roller passes are made;
x dirt-clogged rollers are used to compact the material;
x the rollers may not have used optimum ballast;
x the fill materials differ substantially from those specified; or
x 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 2 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 3 CQA Testing Program for Compacted Embankment
Property Test Method Minimum Test Frequency
Control Tests: (See TTable 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 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 SSections 5.0, 6.0,
and 7.0 of this CQA Manual, this section also addresses the geomembrane, drainage
geocomposite, and GCL 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.

4.1 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.

4.1.1 Drainage Pipe
A. Receipt of Contractor's submittals on drainage pipe.

B. Review of submittals for drainage pipe for conformity to the project
specifications.

4.1.2 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.

4.1.3 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 TTable 4.1.

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4.1.4 Geomembrane
The CQA program for geomembranes is presented in SSection 5.0 of this CQA
Manual.

4.1.5 Drainage Geocomposite
The CQA program for drainage geocomposite is presented in SSection 6.0 of this
CQA Manual.

4.1.6 Geosynthetic Clay Liner (GCL)
The CQA program for GCL is presented in SSection 7.0 of this CQA Manual.

4.1.7 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 TTable 4.1.

4.2 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:

x verify location and depth of LFG wells;

x verify location of all piping;

x monitoring the minimum vertical buffer maintained between field equipment and
geosynthetics/piping; and

x monitoring that the placement of the final cover system components does not
fold or damage the geosynthetics or other underlying layers.

4.2.1 Repair of Test Locations
Each hole in soil layers (subgrade or vegetative soil layer) created for purpose of
sampling, testing, and/or thickness verification shall be repaired by placing and
hand compacting the soil removed and/or similar soil type in the hole.

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4.3 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 4.14 CQA Testing Program for Final Cover System
Component PProperty TTest 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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5.0 GEOMEMBRANE CQA
This section of the CQA Manual addresses the geomembrane component of the 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
Upon delivery, the CQA Engineer will:

x 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

x 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 TTable 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.
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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.

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 taken 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 subgrade 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 SSection 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:

x the panel is placed in such a manner that it is unlikely to be
damaged; and

x 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 SSection
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 taken 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:

x observe continuity testing of the repaired areas performed by the
Geomembrane Installer;

x 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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x 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

x 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 taken
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 taken as 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:

x the installation is finished;

x verification of the adequacy of all seams and repairs, including associated
testing, is complete;

x 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;

x 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

x 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 SSection 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:

x 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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x extreme care is taken while seaming around appurtenances since neither
nondestructive nor destructive testing may be feasible in these areas; and

x 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.

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Table 5.1 5 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 6 Air Pressure Test Requirements
Material Minimum Pressure (PSI) Maximum Pressure Drop
(PSI) After 5 Minutes
30 Mil LLDPE 25 3

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6.0 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.

6.1 DGC Material Approval
6.1.1 DGC Product Data
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 DGC 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:

x 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

x review the Manufacturer’s quality control certificates and verify that the
certified properties meet the project technical specifications.

6.1.4 DGC Material Control Tests
Samples for material control tests, as shown on TTable 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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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 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 taken in conjunction with
material control test failures.

6.2 DGC Installation
6.2.1 Handling And Placement
The Geosynthetic Installer will handle and place all DGC in such a manner as
required by the project specifications.

6.2.2 Stacking And Joining
When several layers of DGC are stacked, care should be taken 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.

6.2.3 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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6.2.4 Placement Of Overlying Materials
All soil materials located on top of DGC 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 7 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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7.0 GEOSYNTHETIC CLAY LINER (GCL) CQA
This section of the CQA Manual addresses geosynthetic clay liner (GCL) and outlines the CQA
program to be implemented with regard to material approval, material control tests, repairs,
and resolution of problems.

7.1 GCL Manufacturer and Installer Approval
The Contractor shall submit the qualifications of the GCL Manufacturer and the GCL
Installer, as described in the specifications, to the CQA Engineer for approval.

7.2 GCL Material Approval
7.2.1 GCL Product Data
The CQA Engineer will review the Contractor’s submittals for conformance with
the project specifications.

7.2.2 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.

7.2.3 Quality Control Certificates
Upon delivery, the CQA Engineer will:

x 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

x review the Manufacturer’s quality control certificates and verify that the
certified properties meet the project technical specifications.

7.2.4 GCL Material Control Tests
Samples for material control tests, as shown on TTable 7.1, will be obtained by
the CQA Engineer at the indicated frequencies upon delivery of the GCL.
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.
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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 GCL.
The CQA Engineer will examine all results from laboratory testing.

7.2.4.1 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 GCL 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.

7.3 GCL Installation
7.3.1 Handling And Placement
The Geosynthetic Installer will handle and place all GCL in such a manner as
required by the project specifications.

7.3.2 Seams And Overlaps
All GCL will be seamed or overlapped in accordance with project specifications or
as approved by the CQA Engineer and Engineer.

7.3.3 Repairs
Any holes or tears in the GCL will be repaired in accordance with the project
specifications. The CQA Engineer will observe any repair.

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7.3.4 Placement Of Overlying Materials
All soil materials located on top of the GCL shall be placed in accordance with
the project specifications.

7.4 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.

Table 7.1 8 CQA Testing Program for GCL Material Approval
Property Test Method Minimum Test Frequency
Control Tests:
Hydraulic Conductivity ASTM D 5084/D 5887 100,000 ft2 or 1 per Lot1
Bentonite Content ASTM D 5993
(@ 0% moisture) 100,000 ft2 or 1 per Lot1
Peel Strength ASTM D 6496 100,000 ft2 or 1 per Lot1

Notes:

1. Whichever provides the larger number of tests.

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Appendix A
Reference List of Test Methods

Construction Quality Assurance Manual
Scotland County C&D Landfill - Phase IV
Maxton, North Carolina

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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 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.

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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 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 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.

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 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.

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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 E
Operations Manual

Permit Documents
Scotland County C&D Landfill and Transfer Station
Maxton, North Carolina
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Operations Manual

Scotland County Landfill Facility
Maxton, North Carolina

Prepared for:

Scotland County
Laurinburg, North Carolina

March 2014
Revised: March 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.
F-1370 F-1370
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Scotland County Landfill Facility Operations Manual
March 2014 (Revised: February 2015) Table of Contents Page i
Scotland County Landfill Facility
Maxton, North Carolina

Operations Manual

Table of Contents
Page

1.0GENERAL FACILITY OPERATIONS ............................................................................. 1
1.1Contact Information .................................................................................................. 1
1.1.1Scotland County (County) .............................................................................. 1
1.1.2North Carolina Department of Environment and Natural Resources ........ 2
1.2Facility Operating Hours ........................................................................................... 2
1.3Site Access ................................................................................................................. 2
1.3.1Physical Restraints ....................................................................................... 3
1.3.2Security .......................................................................................................... 3
1.4Signage ...................................................................................................................... 3
1.4.1Waste Limit Markers ..................................................................................... 3
1.5Communications........................................................................................................ 3
1.6Fire Control ................................................................................................................ 4
1.6.1Open Burning ................................................................................................ 4
1.6.2Fire Tetrahedron ........................................................................................... 4
1.6.3Equipment ..................................................................................................... 4
1.6.4General Fire Management Strategies .......................................................... 5
1.6.5Fires Within Disposal Areas.......................................................................... 5
1.6.6Fires within the Transfer Station or in Transfer Trailers ............................ 5
1.6.7Notification .................................................................................................... 6
1.6.8Coordination With Local Fire Department ................................................... 6
1.7Severe Weather Conditions ....................................................................................... 6
1.7.1Ice Storms ..................................................................................................... 6
1.7.2Heavy Rains ................................................................................................... 6
1.7.3Electrical Storms .......................................................................................... 7
1.7.4Windy Conditions ........................................................................................... 7
1.7.5Violent Storms ............................................................................................... 7
1.8Equipment Requirements ......................................................................................... 7
1.9Personnel Requirements .......................................................................................... 8
1.9.1C&D Landfill .................................................................................................. 8
1.9.2Transfer Station ............................................................................................ 8
1.10Health and Safety ...................................................................................................... 8
1.10.1Personal Hygiene ......................................................................................... 9
1.10.2Personal Protective Equipment .................................................................. 9
1.10.3Mechanical Equipment Hazard Prevention ................................................ 9
1.10.4Employee Health and Safety........................................................................ 9
1.10.5Physical Exposure ...................................................................................... 10
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1.10.6Safety Data Sheets ..................................................................................... 10
1.11Utilities ..................................................................................................................... 10
1.12Record Keeping Program........................................................................................ 10
2.0WASTE HANDLING OPERATIONS ............................................................................ 13
2.1Acceptable Wastes .................................................................................................. 13
2.1.1Approved Service Area ................................................................................ 13
2.1.2Transfer Station .......................................................................................... 13
2.1.3C&D Landfill ................................................................................................ 13
2.1.4Yard Waste Storage and Processing Area ................................................. 14
2.2Prohibited Wastes ................................................................................................... 14
2.2.1Transfer Station .......................................................................................... 14
2.2.2C&D Landfill ................................................................................................ 15
2.2.3Yard Waste Storage and Processing Area ................................................. 16
2.3Waste Screening Programs .................................................................................... 17
2.3.1Waste Receiving and Inspection ................................................................. 17
2.3.2Hazardous Waste Contingency Plan ........................................................... 18
2.4Waste Disposal ........................................................................................................ 19
2.4.1Access .......................................................................................................... 19
2.4.2General Procedures .................................................................................... 19
2.4.3Special Waste Management ....................................................................... 20
2.4.3.1Asbestos Management (C&D Landfill) ......................................... 20
2.4.3.2Animal Carcasses (Transfer Station) ........................................... 21
2.4.4Daily or Periodic Cover ............................................................................... 21
2.4.5Alternate Daily Cover .................................................................................. 21
2.4.6Intermediate Cover ..................................................................................... 21
2.4.7Height Monitoring ....................................................................................... 22
2.5Transfer Station Operations .................................................................................... 22
2.5.1Waste Receipt .............................................................................................. 22
2.5.2Tipping Floor Operations ............................................................................ 22
2.5.3Container Loading and Transport .............................................................. 22
2.5.4Equipment Operations Within the Transfer Station ................................... 23
2.5.5Daily Cleaning .............................................................................................. 23
2.5.6Weekly Cleaning .......................................................................................... 23
2.6Deconstruction of Mobile Homes ........................................................................... 23
2.7Yard Waste Storage and Processing Area Operations ........................................... 23
2.8Material Recovery .................................................................................................... 24
2.9Other Material Handling Areas ............................................................................... 25
3.0ENVIRONMENTAL MANAGEMENT ........................................................................... 27
3.1Surface Water Control............................................................................................. 27
3.1.1Surface Water Run-On Control ................................................................... 27
3.1.2Erosion Control ........................................................................................... 27
3.1.3Sedimentation Control ................................................................................ 28
3.1.4NPDES Requirements ................................................................................. 28
3.2Leachate Management - Transfer Station ............................................................. 29
3.2.1Record Keeping ........................................................................................... 29
3.3Water Quality Monitoring ........................................................................................ 29
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3.4Landfill Gas (LFG) Management ............................................................................. 29
3.5Landfill Gas (LFG) Monitoring Plan......................................................................... 30
3.5.1Record Keeping ........................................................................................... 30
3.6Vector Control .......................................................................................................... 30
3.6.1Transfer Station .......................................................................................... 30
3.6.2C&D Landfill ................................................................................................ 30
3.7Litter Control ........................................................................................................... 30
3.8Odor Control ............................................................................................................ 30
3.8.1Transfer Station .......................................................................................... 30
3.8.2C&D Landfill ................................................................................................ 31
3.9Dust Control............................................................................................................. 31
3.10Air Quality ................................................................................................................ 31
3.11Leachate Seeps ....................................................................................................... 31

TABLES
Table 1Equipment Requirements ............................................................................. 7

FIGURES
Figure 1 Existing and Proposed Landfill Units and Solid Waste Management
Activities
Figure 2 Transfer Station Floor Plan

APPENDICES
Appendix A Fire Occurrence Notification Form
Appendix B Paint Filter Liquids Test
Appendix C Waste Screening Form
Appendix D Mobile Home Deconstruction

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Scotland County Landfill Facility Operations Manual
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1.0 GENERAL FACILITY OPERATIONS
This Operations Manual was prepared for operations of the Scotland County Landfill facility
located at 10681 Patterson Road in Maxton. Scotland County (County) owns and operates the
facility under Solid Waste Permit Nos. 83-01 (C&D Landfill) and 83-02T (Transfer Station). This
document discusses the operation of the following landfill, transfer station, and other solid
waste management activities:

x Municipal Solid Waste (MSW) Transfer Station;
x Construction and Demolition Debris (C&D) Landfill;
x Mobile Home Deconstruction Area;
x Yard waste storage and processing area; and
x Used tire, white goods/scrap metal, and consumer electronics areas.

Refer to FFigure 1 for the location of existing and proposed landfill units and other solid waste
management activities.

The information contained herein was prepared to provide facility personnel with a clear
understanding of how the Design Engineer assumed that the completed facility would be
operated and how regulatory operations criteria will be met. While deviations from the
operations procedures outlined herein may be acceptable, they must be reviewed and approved
by the NC Department of Environment and Natural Resources (DENR) Division of Waste
Management (DWM) prior to implementation. Additionally, the Design Engineer should be
consulted regarding any changes which may affect the design of the facility. Please refer to the
appropriate permit application for a detailed discussion and calculations for the individual
components of each landfill unit, including phasing plans.

1.1 Contact Information
All correspondence and questions concerning the operation of the Scotland County
Landfill facility should be directed to the appropriate County and State personnel listed
below. For fire or police emergencies dial 911.

1.1.1 Scotland County (County)
Scotland County Landfill
10681 Patterson Road
Maxton, NC 28354
Phone: [phone]
Fax: [phone]

Public Works Director: Bryant Higgins

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1.1.2North Carolina Department of Environmental Quality (formerly DENR)
North Carolina DEQ - Raleigh Central Office (RCO)
217 W. Jones Street
Raleigh, NC 27603
1646 Mail Service Center
Raleigh, NC 27699-1646
Phone/Fax: [phone]

North Carolina DEQ - Fayetteville Regional Office (FRO)
225 Green Street, Suite 714
Fayetteville, NC 28301
Phone: [phone]
Fax: [phone]

North Carolina DEQ - Winston-Salem Regional Office (WSRO)
450 West Hanes Mill Road, Suite 300
Winston-Salem, NC 27105
Phone: [phone]

Division of Waste Management (DWM) - Solid Waste Section:

Field Operations Branch Head: Jason Watkins (WSRO)
Eastern District Supervisor: Drew Hammonds (FRO)
Environmental Senior Specialist: Amanda Freeman (FRO)
Permitting Engineer: Ming Chao, P.E. (RCO)

Division of Mineral, Energy, and Land Resources - Land Quality Section:

Regional Engineer: Tim LaBounty, P.E. (FRO)

1.2Facility Operating Hours
Normal hours of operation will be 8:00 A.M. to 4:30 P.M. Monday through Friday. The
facility will be closed on weekends and on holidays as designated by the County.

The County may elect to modify these hours from time to time.

1.3Site Access
The site will be accessed by the existing entrances on Patterson Road and Old Maxton
Road. Scales and a scale house and office are provided at the Patterson Road entrance.
All waste will have been weighed prior to being placed in the landfill or taken to the
transfer station.
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1.3.1 Physical Restraints
Limiting access to the landfill facility is important for the following reasons:

x Unauthorized and illegal dumping of waste materials is prevented.
x Trespassing, and injury resulting therefrom, is discouraged.
x The risk of vandalism is greatly reduced.

Access to active areas of the landfill will be controlled by a combination of fences
and natural barriers, and strictly enforced operating hours. A landfill attendant
will be on duty at all times when the facility is open for public use to enforce
access restrictions (see also SSection 1.2). Each entrance has a gate which will
be securely locked during non-operating hours.

1.3.2 Security
Frequent inspections of gates and fences will be performed by landfill personnel.
The County will arrange for a random security patrol of the landfill entrances to
further discourage trespassing. Evidence of trespassing, vandalism, or illegal
operation will be reported to the Landfill Manager.

1.4 Signage
A prominent sign(s) containing the information required by the DWM will be placed at the
main landfill entrance(s). This sign(s) will provide information on operating hours,
operating procedures, and acceptable wastes. Additional signage will be provided as
necessary within the landfill complex to distinctly distinguish the roadway to the active
landfill unit(s). Service and maintenance roads for use by facility staff will be clearly
marked and barriers (e.g., traffic cones, barrels, etc.) will be provided as required.

1.4.1 Waste Limit Markers
During construction or closure of landfill units, waste limit markers will be used
to identify the permitted limits of waste. The waste markers will be constructed
of non-degradable material and will state “Waste Limits” or “Edge of Liner” in
bold lettering. Offsets are acceptable such that all wording is clear to the DWM
and operational staff. The waste markers will be maintained and replaced when
damaged.

1.5 Communications
Two-way radio communication will be maintained between the active landfill unit,
transfer station, the scale house, and office. The scale house and office have telephones
in case of emergency and for the conduct of day-to-day business. Emergency telephone
numbers are displayed in these locations.
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1.6 Fire Control
The possibility of fire within the landfill, transfer station, or a piece of equipment must
be anticipated in the daily operation of the facility. Potential fire hazards include both
surface conditions and subsurface conditions. Surface conditions include equipment
operations and newly placed waste. Subsurface conditions include existing waste
previously landfilled.

1.6.1 Open Burning
With the exception of the controlled burning of land clearing debris generated
on-site or from emergency clean-up operations, no opening burning is allowed at
the facility. Controlled burning will occur only if permitted or approved by the
DWM, the Division of Air Quality (DAQ), and the local fire department.

1.6.2 Fire Tetrahedron
1
To better understand the properties of fire, the
fundamental methods to extinguish it must be
understood. The fire “tetrahedron” illustrates the rule
that in order to ignite and burn, each component of the
tetrahedron (fuel, oxygen, heat, and chemical chain
reaction) represents a property of flaming fire. A fire
is prevented or extinguished by “removing” any one of them. A fire naturally
occurs when the elements are combined in the right mixture (e.g., more heat
needed for igniting some fuels, unless there is concentrated oxygen). The fire
tetrahedron is a more modern adaptation of the traditional fire “triangle”
recognizing the chemical reactions that may occur as a component - “the
uninhibited chain reaction”. This chain reaction is the feedback of heat to the
fuel to produce the gaseous fuel used in the flame. In other words, the chain
reaction provides the heat necessary to maintain the fire. These principles are
integral in the prevention and management of potential fire situations. Please
note this information is considered as a basis of understanding which may be
superseded by the direction and skill of the local Fire Marshal.

1.6.3 Equipment
A combination of factory installed fire suppression systems and/or portable fire
extinguishers will be operational on all pieces of heavy equipment at all times.
Potential fire hazards are created from the build-up of fine, dry dust particles on
and around operational motors and control panels. The presence of these build-
ups can cause overheating and potential fire if periodic equipment cleaning and
maintenance are not practiced. Portable fire extinguishers should be maintained

1 National Fire Protection Association (www.nfpa.org).
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in a state of readiness on each piece of moving equipment and equipment should
be cleaned periodically.

1.6.4 General Fire Management Strategies
Each fire situation is site specific; however, general strategies for active fire
management include the following (in no particular order):

x Covering of burning material with soil (reduce oxygen);
x Covering of burning material with foams (reduce oxygen);
x Flooding of burning material with water (reduce heat);
x Injecting an inert gas such as CO2 (reduce oxygen);
x Excavating the burning material (displacing fuel) and then extinguishing it
in small controlled areas; and
x Applying extinguishing agents that will interfere with and inhibit the
combustion process at the molecular level (break the chemical reaction).

1.6.5 Fires Within Disposal Areas
Fires within the landfill disposal areas will be limited by the use of daily/periodic
cover as a fire break and control of "hot" loads entering the landfill. Landfill
personnel at the scale house will turn away all trucks containing waste that is
suspected to be hot. If a hot load is placed on the working face, then the load will
be spread as thin as possible and daily cover soil will be immediately placed on
the waste to extinguish the fire.

In general, fires that break out close to the surface of the disposal area should be
excavated and smothered with cover material. Deep fires should be smothered
out by placing moist soil on the surface and by constructing soil barriers around
the fire. Where the smothering technique fails, the burning material must be
excavated and smothered or quenched with water once the burning material is
brought to the surface. Water is usually not effective unless it can be directly
applied to the burning material.

1.6.6 Fires within the Transfer Station or in Transfer Trailers
Fires within the transfer station or in transfer trailers will be limited by the
control of “hot” loads entering the facility. Facility personnel at the scale house
will turn away all vehicles containing waste that is suspected to be hot. If
smoldering or burning waste is discovered on the tipping floor, then the waste
will be segregated, spread as thin as possible, and the fire will be extinguished.
No “hot” material will be loaded onto transfer trailers.

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Transfer trailer fires are uncommon, but may occur when open trailers are
loosely loaded with combustible waste materials. If smoke or fire are observed
in a loaded waste transfer trailer, the fire must be immediately reported to the
Solid Waste Operations Manager. If possible, the load should be immediately
doused with water from the tipping floor. If possible, the transfer trailer should
be slowly moved from the loading bay, moved at least 100 feet away from the
building, and disconnected from the truck cab. The Landfill Manager will
evaluate the situation and response, and, if necessary, call 911.

1.6.7 Notification
The County will verbally notify the DWM (see SSection 1.1.2) within 24 hours of
discovery of a fire within any landfill disposal area. In addition, written
documentation describing the fire, the actions carried out to extinguish the fire,
and a strategy for preventing future occurrences will be provided to the DWM
within 15 days following any such occurrence using the DWM’s Fire Occurrence
Notification Form (see AAppendix A).

1.6.8 Coordination With Local Fire Department
A copy of this Operations Manual will be filed with the local fire department
(Stewartsville Fire Department: [phone]) including all contact information
for the facility.

1.7 Severe Weather Conditions
Unusual weather conditions can directly affect the operation of the landfill facility. Some
of these weather conditions and recommended operational responses are as follows.

1.7.1 Ice Storms
An ice storm can make access to the facility dangerous, prevent movement or
placement of cover soil, and, thus, may require closure of the facility until the ice
is removed or has melted.

1.7.2 Heavy Rains
Exposed soil surfaces can create a muddy situation in some portions of the
facility during rainy periods. The control of drainage and use of crushed stone on
unpaved roads should provide all-weather access for the site and promote
drainage away from critical areas. In areas where the aggregate surface is
washed away or otherwise damaged, new aggregate should be used for repair.

Intense rains can affect newly constructed drainage structures such as swales,
diversions, cover soils, and vegetation. After such a rain event, inspection by
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facility personnel will be initiated and corrective measures taken to repair any
damage found before the next rainfall.

1.7.3 Electrical Storms
The open area of the facility is susceptible to the hazards of an electrical storm.
If necessary, activities will be temporarily suspended during such an event.
Refuge will be taken as necessary in the on-site buildings or in rubber-tired
vehicles.

1.7.4 Windy Conditions
Facility operations during a particularly windy period may require that the
working face be temporarily shifted to a more sheltered area. When this is done,
the previously exposed face will be immediately covered with cover soil.

1.7.5 Violent Storms
In the event of hurricane, tornado, or severe winter storm warning issued by the
National Weather Service, facility operations may be temporarily suspended until
the warning is lifted. Cover soil will be placed on exposed waste and buildings
and equipment will be properly secured to the extent deemed safe.

1.8 Equipment Requirements
The County will maintain on-site equipment required to perform the necessary site
activities. Periodic maintenance of all equipment and minor and major repair work will
be performed at designated maintenance zones.

The anticipated equipment requirements for operation and maintenance of the site are
listed in the following table. These may vary based upon incoming tonnages.

Table 1 Equipment Requirements
Description Primary Function (Allocation)
1) Compactors (2) Waste placement and compaction
2) Dozer Stripping and grading of borrow areas, fine grading,
slope work, and site cleanup
3) Rubber-Tired Backhoe General site work, sediment control, and site cleanup
4) Water Truck Dust control
5) Excavators (2 Regular; 2 Mini) Loading and placement of cover soils, waste compaction
at transfer station, and removal of metal at working face
6) Dump Truck Loading and hauling of cover soils
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Description Primary Function (Allocation)
7) Hydroseeder Revegetation and wash-down of transfer station
8) Service Truck Equipment maintenance and site management

1.9 Personnel Requirements
1.9.1 C&D Landfill
At least one member of the facility supervisory staff will be certified as a
Manager of Landfill Operations (MOLO) by the Solid Waste Association of North
America (SWANA) (or other DWM-approved program) and operations staff will go
through appropriate training. At least one certified (SWANA Landfill Operations
Specialist or other DWM-approved program) operator will be present on-site
during times when the landfill is receiving or disposing of waste. As part of this
training, personnel learn to recognize loads which may contain prohibited
wastes.

1.9.2 Transfer Station
At least one member of the facility supervisory staff will be trained in the
management of transfer station operations and operations staff will go through
appropriate training. As part of this training, personnel learn to recognize loads
which may contain prohibited wastes.

1.10 Health and Safety
All aspects of the facility operations were developed with the health and safety of the
operating staff, customers, and neighbors in mind. Prior to commencement of
operations of the facility, a member of the operating staff will be designated site safety
officer. This individual, together with the facility's management will modify the site
safety and emergency response program to remain consistent with SWANA and
Occupational Safety and Health Administration (OSHA) guidance.

Safety equipment provided includes equipment rollover protective cabs, seat belts,
audible reverse warning devices, hard hats, safety shoes, and first aid kits. Facility
personnel will be encouraged to complete the American Red Cross Basic First Aid
Course. Other safety requirements as designated by the County will also be
implemented.

Facility employees will be routinely trained in health and safety by supervisory staff. All
training will be documented. The following are some general recommendations for the
health and safety of workers:

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1.10.1 Personal Hygiene
The following items are recommended as a minimum of practice:

x Wash hands before eating, drinking, or smoking.
x Wear personal protective equipment as described in SSection 1.10.2.
x Wash, disinfect, and bandage ANY cut, no matter how small it is. Any
break in the skin can become a source of infection.
x Keep fingernails closely trimmed and clean (dirty nails can harbor
pathogens).

1.10.2 Personal Protective Equipment
Personal Protective Equipment (PPE) must be evaluated as to the level of
protection necessary for particular operating conditions and then made available
to facility employees. The list below includes the PPE typically used and/or
required in a solid waste management facility workplace.

x Safety shoes with steel toes.
x Noise reduction protection should be used in areas where extended
exposure to continuous high decibel levels are expected.
x Disposable rubber latex or chemical resistant gloves for handling and/or
sampling of waste materials.
x Dust filter masks (voluntary).
x Hard hats (in designated areas).

Following use, PPE’s should be disposed of or adequately cleaned, dried, or
readied for reuse.

1.10.3 Mechanical Equipment Hazard Prevention
All equipment should be operated with care and caution. All safety equipment
such as horns, backup alarms, and lights should be functional. A Lockout-
Tagout program will be used to identify equipment in need or under repair and
insure that operation is “off-limits” prior to maintenance or repair. All operators
will be trained in the proper operation of equipment.

1.10.4 Employee Health and Safety
Some general safety rules are:

x Consider safety first when planning and conducting activities.
x Review the equipment O&M manual(s) prior to attempting
repairs/changes.
x Remember the buddy system for repair of mechanical equipment.
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x Post emergency contact phone numbers.
x Provide easy and visible access to the Right to Know materials.
x Provide easy and visible access to first aid kits and fire extinguishers.

1.10.5 Physical Exposure
Facility personnel may come in contact with the fluids, solids, and airborne
constituents found at the facility. Routine training should be conducted
regarding the individual and collective materials used at the facility and their
associated hazards. Training concerning safe work practices around these
potential exposures should cover the use of equipment and proper disposal
procedures.

1.10.6 Safety Data Sheets
Safety Data Sheets (SDS) will be made available for all chemicals stored on site
for use at the facility. SDS will be stored in a location with all other Right to
Know information for the site.

1.11 Utilities
Electrical power, water, telephone, and restrooms will be provided at the scale house
and office.

1.12 Record Keeping Program
The County will maintain the following records in an operating record at the facility:

A. Current permit(s) (Permit to Construct, Permit to Operate, etc.);
B. Current operations manual/plan(s) and engineering plan for each landfill
unit;
C. Inspection reports;
D. Audit and compliance records;
E. Annual reports (including survey and other documentation related to airspace
usage in landfill units);
F. Waste inspection records (see SSection 2.3.1);
G. Daily tonnage records - including source of generation;
H. Waste determination records (if applicable);
I. Quantity, location of disposal, generator, and special handling procedures for
all special wastes disposed of at the site;
J. List of generators and haulers that have attempted to dispose of restricted
wastes;
K. Employee training procedures and records of training completed;
L. All ground water monitoring and surface water quality information (See the
current WWater Quality Monitoring Plan) including:
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1. Monitoring well construction records;
2. Sampling dates and results;
3. Statistical analyses (if applicable); and
4. Results of inspections, repairs, etc.
M. LFG monitoring results and remedial measures as required (see the current
LFG Monitoring Plan);
N. All closure and post-closure information, where applicable, including:
1. Notification of intent to close;
2. Testing;
3. Certification; and
4. Recording.
O. Cost estimates or financial assurance documentation;
P. A notation of the date of cover placement;
Q. Documentation of approval for controlled burning (Date of Approval/Name of
Approving DWM personnel) (see Section 1.6.1);
R. NPDES records (see SSection 3.1.4);
S. Leachate records (see SSection 3.2.1); and
T. Documentation of mobile home deconstruction (see AAppendix D).

The operating record will be kept up to date by the Landfill Manager or his designee. It
will be presented upon request to the DWM for inspection. A copy of this Operations
Manual will be kept at the landfill and will be available for use at all times.

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2.0 WASTE HANDLING OPERATIONS
This section describes the required waste handling operations for the Scotland County Landfill
facility. In addition to the MSW and C&D waste disposed of at or transferred from this facility,
the County also processes yard waste and recyclables including used tires, white goods/scrap
metal, and consumer electronics. These materials are stored at the landfill facility until there
are sufficient quantities for pick up by various recycling contractors.

2.1 Acceptable Wastes
2.1.1 Approved Service Area
The Scotland County Landfill facility is currently approved to serve North
Carolina and South Carolina. Note, however, that due to the approved service
area of the current receiving landfill (Uwharrie Environmental Regional Landfill
in Montgomery County - NC Solid Waste Permit No. 62-04), the service area for
the transfer station is limited to North Carolina.

2.1.2 Transfer Station
Non-hazardous solid waste as defined by NCGS 130A-290(a)(35) generated within
the approved service area may be accepted at the transfer station. In addition,
animal carcasses from the NC Department of Transportation, animal control
departments, and residents within the approved service area are accepted and
handled as described in SSection 2.4.3.2. Small animal carcasses are typically
bagged prior to arrival.

Acceptable wastes must meet the requirements of the receiving disposal facility.

2.1.3 C&D Landfill
Only the following wastes generated within the approved service area may be
disposed of in the C&D landfill:

x Construction and Demolition (C&D) Solid Waste: as defined in 15A NCAC
13B.0532(8) means solid waste resulting solely from construction,
remodeling, repair, or demolition operations on pavement and buildings
or structures. C&D waste does not include municipal and industrial
wastes that may be generated by the on-going operations at buildings or
structures.
x Inert Debris: as defined in 15A NCAC 13B.0101(22) means concrete,
brick, concrete block, uncontaminated soil, gravel and rock, and
untreated and unpainted wood.
x Land Clearing Waste: as defined in 15A NCAC 13B.0101(23) means solid
waste which is generated solely from land-clearing activities, limited to
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stumps, trees, limbs, brush, grass, and other naturally occurring
vegetative material.
x Asphalt: in accordance with NCGS 130A-294(m).
x Industrial solid waste that is generated by mobile or modular home
manufacturers and asphalt shingle manufacturers. The waste must be
separated at the manufacturing site to exclude municipal solid waste,
hazardous waste, and other waste prohibited from disposal in a
Construction and Demolition Landfill.
x Other Wastes as Approved by the Solid Waste Section of the Division of
Waste Management.

In addition, waste from the deconstruction of mobile homes described in SSection
2.6 and the special wastes (asbestos only) described in SSection 2.4.3.1 may also
be disposed of in the C&D landfill.

2.1.4 Yard Waste Storage and Processing Area
Yard waste (limbs, leaves, pine straw, grass and shrubbery cuttings, etc.) and
clean wood waste (pallets and lumber scraps) are accepted for processing within
the facility’s yard waste storage and processing area (see SSection 2.7).

2.2 Prohibited Wastes
2.2.1 Transfer Station
The following wastes are prohibited from acceptance at the transfer station:

x Used Oil and Motor Vehicle Oil Filters;
x Yard Waste;
x White Goods;
x Antifreeze (ethylene glycol);
x Aluminum Cans;
x Whole Scrap Tires;
x Lead Acid Batteries;
x Certain Recyclable Rigid Plastic Containers (per NCGS 130A-
309.10(f)(11));
x Wooden Pallets;
x Oyster Shells;
x Discarded Computer Equipment and Televisions;
x Construction and Demolition Debris (C&D) (Except when allowed by the
County).

In addition, operating criteria prohibit other materials from acceptance at the
transfer station. These materials include:

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x Hazardous waste as defined by NCGS 130A-290(a)(8), including hazardous
waste from conditionally exempt small quantity generators.
x Polychlorinated biphenyls (PCB) wastes as defined in 40 CFR 761 with the
exception of trace amounts found in materials such as consumer
electronics.
x Bulk or non-containerized liquid wastes unless the waste is household
waste other than septic waste and waste oil; or the waste is leachate or
gas condensate derived from the MSW landfill unit. A liquid
determination will be performed by the paint filter test (see AAppendix B
for apparatus and procedure).
x Containers holding liquid wastes unless the waste is household waste.
x Medical waste as defined in G.S. 130A-290(a)(18).
x Sludge as defined in G.S. 130A-290(a)(34).
x Septage as defined in G.S. 130A-290(a)(32).
2.2.2 C&D Landfill
Only wastes as defined in SSection 2.1.3 above may be accepted for disposal in
the C&D landfill. Prohibited wastes include waste exclusions listed in 15A NCAC
13B 0.0542 as follows:

x Wastewater treatment sludge. Wastewater treatment sludge may be
accepted, with the approval of the DWM, for utilization as a soil
conditioner and incorporated into or applied onto the vegetative soil layer
component of the final cover system. In this case, the sludge will be
applied at no greater than agronomic rates and to a maximum depth of
six inches.
x Containers such as tubes, drums, barrels, tanks, cans, and bottles unless
they are empty and perforated to ensure that no liquid, hazardous, or
municipal solid waste is contained therein;
x Garbage as defined in G.S. 130A-290(a)(7);
x Hazardous waste as defined in G.S. 130A-290(a)(8), to also include
hazardous waste from conditionally exempt small quantity generators;
x Industrial solid waste unless a demonstration has been made and
approved by the DWM that the landfill meets the requirements of Rule
.0503(2)(d)(ii)(A);
x Liquid wastes;
x Medical waste as defined in G.S. 130A-290(a)(18);
x Municipal solid waste as defined in G.S. 130A-290(a)(18a);
x Polychlorinated biphenyls (PCB) wastes as defined in 40 CFR 761;
x Radioactive waste as defined in G.S. 104E-5(14);
x Septage as defined in G.S. 130A-290(a)(32);
x Sludge as defined in G.S. 130A-290(a)(34);
x Special wastes as defined in G.S. 130A-290(a)(40);
x White goods as defined in G.S. 130A-290(a)(44); and
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x Yard trash as defined in G.S. 130A-290(a)(45).
The following wastes cannot be received if separate from C&D waste:

x Lamps or bulbs including but not limited to halogen, incandescent, neon
or fluorescent;
x Lighting ballast or fixtures;
x Thermostats and light switches;
x Batteries including but not limited to those from exit and emergency
lights and smoke detectors;
x Lead pipes;
x Lead roof flashing;
x Transformers;
x Capacitors;
x Copper chrome arsenate (CCA) and creosote treated woods; and
x Pallets.

Waste accepted for disposal in the C&D landfill must be readily identifiable as
C&D waste and must not have been shredded, pulverized, or processed to such
an extent that the composition of the original waste cannot be readily ascertained
except as specified as follows:

x C&D waste that has been shredded, pulverized, or otherwise processed
may be accepted for disposal from a facility that has received a permit
from an authorized regulatory authority which specifies such activities
are inspected by the authority, and whose primary purpose is recycling
and reuse of the C&D material. For this case, a waste screening plan and
waste acceptance plan will be prepared and made available to the DWM
upon request.

The County will not dispose of C&D waste that is known to be generated within
the boundaries of a unit of local government that by ordinance:

(A) Prohibits generators or collectors of C&D waste from disposing
that type or form of C&D waste.
(B) Requires generators or collectors of C&D waste to recycle that
type or form of C&D waste.

2.2.3 Yard Waste Storage and Processing Area
Only wastes as defined in SSection 2.1.4 above may be accepted. No other waste
may be accepted. Unacceptable wastes found in this area, if not otherwise
prohibited, will be routed to either the transfer station or the C&D landfill as
appropriate at the end of each working day.

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2.3 Waste Screening Programs
In order to assure that prohibited wastes are not entering the landfill facility, screening
programs have been implemented. Waste received at both the scale house and waste
taken to the transfer station or active landfill unit is inspected by trained personnel.
These individuals have been trained to spot indications of suspicious wastes, including:
hazardous placarding or markings, liquids, powders or dusts, sludges, bright or unusual
colors, drums or commercial size containers, and "chemical" odors. Screening
programs for visual and olfactory characteristics of prohibited wastes are an ongoing
part of the facility operation.

Records of information gathered as part of the waste screening programs will be
maintained at the facility during its active life and as long as required by the County and
the DWM.

2.3.1 Waste Receiving and Inspection
All vehicles must stop at the scale house located near the entrance of the facility
and visitors are required to sign-in. All waste transportation vehicles are
weighed and the content of the load assessed. The scale attendant(s) requests
from the driver of the vehicle a description of the waste it is carrying to ensure
that unacceptable waste is not allowed into the facility. The attendant(s) then
visually checks the vehicle as it crosses the scale. Signs informing users of the
acceptable and unacceptable types of waste are posted at the scale house. Once
passing the scales, the vehicles are routed to the transfer station, C&D landfill,
or other area (yard waste, etc.) as appropriate.

Vehicles are randomly selected for screening on a regular basis, depending on
personnel available. At least one vehicle per week, but not less than 1% by
weight of the waste stream entering the facility (based on the previous week’s
total), will be randomly selected by inspection personnel. A random truck
number and time will be selected (e.g., the tenth load after 10:00 a.m.) on the day
of inspections. However, if something suspicious is spotted in any waste load,
that load is inspected further.

Vehicles selected for inspection are directed to an area of intermediate cover
adjacent to the working face or to an area of the tipping floor of the transfer
station where the vehicle will be unloaded. Waste is carefully spread using
suitable equipment. An attendant trained to identify wastes that are
unacceptable inspects the waste discharged at the screening site. If
unacceptable waste is found, including wastes generated from outside of the
service area, the load will be isolated and secured by berming off the area
(landfill). For unacceptable wastes that are non-hazardous, the Landfill Manager
will then notify officials of the DWM (see SSection 1.1.2) within 24 hours of
attempted disposal of any waste the landfill is not permitted to receive in order to
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determine the proper course of action. For unacceptable wastes that are
thought to be hazardous, the Hazardous Waste Contingency Plan outlined in
Section 2.3.2 will be followed. The hauler is responsible for removing
unacceptable waste from the facility property.

If no unacceptable waste is found, the load will be pushed to the working face
and incorporated into the daily waste cell or loaded into a transfer trailer. All
random waste inspections will be documented by facility staff using the waste
screening form provided in AAppendix C.

In addition to random waste screening described above, waste unloaded at the
active face of the landfill or on the tipping floor of the transfer station will be
inspected by the equipment operators, trained to spot unacceptable wastes,
before and during spreading and compactionor loading onto transfer trailers.
Any suspicious looking waste is reported immediately to the designated primary
inspector for further evaluation.

2.3.2 Hazardous Waste Contingency Plan
In the event that identifiable hazardous waste or waste of questionable character
is detected at the facility, appropriate equipment, protective gear, personnel, and
materials as necessary will be employed to isolate the wastes. The DWM will be
notified immediately (see SSection 1.1.2) that an attempt was made to dispose of
hazardous waste at the landfill. If the vehicle attempting disposal of such waste
is known, all attempts will be made to prevent that vehicle from leaving the site
or, if the vehicle has left the site, immediate notice will be served on the owner of
the vehicle that hazardous waste, for which they have responsibility, has been
disposed of at the facility.

The County will assist the DWM as necessary and appropriate in the removal and
disposition of the hazardous waste and in the prosecution of responsible parties.
If needed, the hazardous waste will be covered with either on-site soils or other
tarping material until such time when an appropriate method can be
implemented to properly handle the waste. The cost of the removal and
disposing of the hazardous waste will be charged to the owner of the vehicle
involved. Any vehicle owner or operator who knowingly dumps hazardous waste
in the landfill may be barred from using the facility.

Should an incident where hazardous waste is found at the facility occur, the event
will be documented by facility staff using the waste screening form provided in
Appendix C.

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2.4 Waste Disposal
2.4.1 Access
Traffic will be clearly directed to the appropriate active access road. The location
of access roads during waste placement will be determined by facility staff in
order to reflect waste placement strategy. Additionally, access will be
maintained for site monitoring locations.

2.4.2 General Procedures
For each active landfill unit, waste transportation vehicles will arrive at the
working face at random intervals. There may be a number of vehicles unloading
waste at the same time, while other vehicles are waiting. In order to maintain
control over the unloading of waste, a certain number of vehicles will be allowed
on the working face at a time. The actual number will be determined by the
spotter (the spotter is typically the compactor operator). This procedure will be
used in order to minimize the potential of unloading un-acceptable waste and to
control disposal activity. Operations at the working face will be conducted in a
manner which will encourage the efficient movement of transportation vehicles
to and from the working face, and to expedite the unloading of waste.

The approach to the working face will be maintained such that two or more
vehicles may safely unload side by side (A minimum separation distance of 10
feet is encouraged.). A vehicle turn-around area large enough to enable vehicles
to arrive and turn around safely with reasonable speed will be provided adjacent
to the unloading area. The vehicles will back to a vacant area near the working
face to unload. Upon completion of the unloading operation, the transportation
vehicles will immediately leave the working face area. Personnel will direct
traffic as necessary to expedite safe movement of vehicles.

Waste unloading at the landfill will be controlled to prevent disposal in locations
other than those specified by site management. Such control will also be used to
confine the working face to a minimum width, yet allow safe and efficient
operations. The width and length of the working face will be maintained as small
as practical in order to maintain the appearance of the site, control windblown
waste, and minimize the amount of cover required each day. Normally, only one
working face will be active on any given day, with all deposited waste in other
areas covered by either daily/periodic, intermediate, or final cover, as
appropriate.

The procedures for placement and compaction of solid waste include: unloading
of vehicles, spreading of waste into 2 foot lifts (thicker lifts may be necessary at
the operators discretion depending on waste type and location of waste
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placement), and compaction on relatively flat slopes (i.e. 5H:1V max.) using a
landfill compactor and a minimum number of three full passes.

Caution will be used in wet conditions such that no waste will be placed into
ponded water. Likewise, surface water will not be allowed to be impounded over
waste.

Wind screens adjacent to active areas may be used as practical to control
windblown waste (refer also to SSection 3.8, Litter Control).

The use of portable signs with directional arrows and portable traffic barricades
will facilitate the unloading of wastes to the designated disposal locations. These
signs and barricades will be placed along the access route to the working face of
the landfill or other designated areas which may be established.

Except as described in SSection 2.8, the removal of solid waste from any landfill
unit is prohibited except upon notification of the DWM (see SSection 1.1.2).
Regardless, the general public is prohibited from any waste removal activities
from any landfill unit.

2.4.3 Special Waste Management
2.4.3.1 Asbestos Management (C&D Landfill)
The County may dispose of asbestos within the C&D landfill. Asbestos
will only be accepted if it has been processed and packaged in
accordance with State and Federal (40 CFR 61) regulations. Asbestos will
arrive at the site in vehicles that contain only the asbestos waste and only
after advance notification by the generator.

Once the hauler brings the asbestos to the landfill, the hauler will be
directed to the designated asbestos disposal area by facility staff. The
designated disposal area will be prepared by facility staff by leveling a
small area using a dozer or loader. Prior to disposal, the landfill
operators will stockpile cover soil near the designated asbestos disposal
area. The volume of soil stockpiled will be sufficient to cover the waste
and to provide any berms, etc. to maintain temporary separation from
other landfill traffic.

Once placed in the prepared area, the asbestos waste will be covered with
a minimum of 18 inches of cover soil placed in a single lift. The surface of
the cover soil will be compacted and graded using a tracked dozer or
loader. The landfill compactor will be prohibited from operating over
asbestos disposal areas until at least 18 inches of cover is in-place.

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The facility staff will record the approximate location and elevation of the
asbestos waste once cover is in-place (typically using a GPS device). The
Landfill Manager will then review pertinent disposal and location
information to assure compliance with regulatory requirements and enter
the information into the Operating Record.

Once disposal and recording for asbestos waste is completed, the
disposal area may be covered with waste. No excavation into designated
asbestos disposal areas will be permitted.

2.4.3.2 Animal Carcasses (Transfer Station)
Animal carcasses will be handled at the transfer station as follows:

x Small animal carcasses will typically have been bagged prior to
arrival.
x Upon arrival the carcasses will be immediately loaded into a
transfer trailer.

2.4.4 Daily or Periodic Cover
At the completion of waste placement each week, or sooner if the area of
exposed waste exceeds one-half acre in size, a 6-inch layer of earthen material
or other material as approved by the DWM will be placed over the exposed waste.
Cover must be placed at more frequent intervals if necessary to control disease
vectors, fires, odors, blowing litter, and scavenging.

2.4.5 Alternate Daily Cover
Alternate daily cover (ADC) materials/methods may be used upon approval by the
DWM. Materials and corresponding methods that have been approved for use at
other facilities may be used upon notification of the DWM (see SSection 1.1.2).
Materials/methods which have not been approved for use at other facilities will
require a demonstration period prior to approval.

2.4.6 Intermediate Cover
A 12 inch layer of soil cover should be placed on all waste surfaces that have not
received waste in 30 days but are below final elevation. This intermediate cover
should be seeded immediately and graded such that all precipitation run-off is
channeled to the surface water systems.

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2.4.7 Height Monitoring
Periodically the facility staff will monitor landfill top and side slope elevations
with a level. When such elevations approach design grades, the final top-of-
waste grades will be staked to limit over-placement of waste.

2.5 Transfer Station Operations
The transfer station is located at the east end of the facility (see FFigure 1). The
operation of the transfer station is as described below. See FFigure 2 for the floor plan of
the transfer station.

2.5.1 Waste Receipt
All wastes received for processing at the transfer station will have been weighed-
in and visually inspected by scale house personnel (see SSection 2.3). Vehicles to
be unloaded on the tipping floor will be directed by the waste spotter to back into
the transfer station building and unload onto the tipping floor.

The transfer station typically receives an average of approximately 60 to 80 tons
per day based on annual waste acceptance records. Actual daily amounts may
vary outside of this range but future average values are anticipated to be similar.

2.5.2 Tipping Floor Operations
Unloaded wastes will be visually inspected on the tipping floor (see SSection 2.3).
Acceptable waste will be loaded into an awaiting open-top transfer trailer in the
loading bay (lower floor of the building). The building has push walls on either
side of the tipping floor to aid operations staff in pushing waste through the
loading chute located above the loading bay.

2.5.3 Container Loading and Transport
The waste loaded into each transfer trailer should be placed to eliminate
excessive voids, irregularities, and protruding wastes to the extent possible.
Each loaded trailer will be immediately covered with a tarp prior to leaving the
loading bay. Any partially loaded trailer will be left in the loading bay. The
movement of trailers on the site is the responsibility of the County. The
movement of trailers to and from the site is the responsibility of either the
County or a contracted transfer trucking firm.

Once loaded, trailers will be moved from the loading bay to await transport to a
disposal facility (currently the Uwharrie Environmental Regional Landfill in
Montgomery County - NC Solid Waste Permit No. 62-04). The disposal facility
will be appropriately permitted to receive waste from the transfer station’s
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service area. Waste can be stored in covered containers at the facility after
hours, but no longer than 48 hours.

2.5.4 Equipment Operations Within the Transfer Station
Equipment operations will be carried out in a safe manner to avoid damage to the
structure and transport vehicles.

2.5.5 Daily Cleaning
Daily cleaning will be used to control the potential for disease vectors, fire,
odors, blowing litter, and scavenging. Any waste remaining on the tipping floor at
the end of each day will be placed into a transfer trailer and the partially filled
trailer will be covered overnight with a tarp. Additionally, the tipping floor will be
swept clean and rinsed with water at the end of each working day. Wash-down
water, which becomes leachate upon contact with waste or waste residue, will be
directed toward the drain located in the loading bay. From the drain, the wash-
down water flows to a concrete storage tank located to the west of the building
(see SSection 3.2 for management of leachate at the transfer station).

2.5.6 Weekly Cleaning
A thorough cleaning of the transfer station (tipping floor, push walls, and loading
bay) and waste handling equipment using water will be performed on a weekly
basis. Cleaning agents may be used but must not be harmful to the concrete
flooring or other surfaces which will be contacted.

2.6 Deconstruction of Mobile Homes
The deconstruction of mobile homes is handled in an area adjacent to the C&D landfill.
A description of the process is provided in AAppendix D.

2.7 Yard Waste Storage and Processing Area Operations
A yard waste storage and processing area is located at the northwest end of the facility
(see FFigure 1). The operation of the yard waste storage and processing area is as
follows:

x Acceptable wood and yard wastes are stockpiled in separate windrows with a
target height of 10 feet (maximum height of 15 feet) and width of 50 feet.
Sufficient space is provided between windrows to allow equipment access in case
of fire and the windrows are kept a minimum of 50 feet from the property line. A
minimum distance of 25 feet will be maintained between waste/product
stockpiles and any drainage features.
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x The County has an existing stockpile covering approximately 2 acres that
includes mostly materials that have been passively composted. The County will
gradually reduce the size of this larger stockpile as material can be used on-site.

x Once sufficient material is accumulated at the site, a contractor may be brought
in to grind the waste.

x In addition to, or as an option to grinding, the County may allow stockpiled
materials to be passively composted. For stockpiles that are passively
composted, the County will monitor the material for excessive temperatures
(>160 degrees F) that could lead to spontaneous combustion.

x Once the waste is ground or passively composted, it is used either around the
site, primarily for surface stabilization, or placed in windrows (with similar
maximum dimensions to pre-processed materials) to be otherwise used in the
future. Processed yard wastes are not provided to the public. Typically,
approximately 4,000 tons of material is received and processed at the facility
each year.

x The yard waste storage and processing area will be graded such that materials
(raw or processed) will not be stockpiled in standing water. Best management
practices (BMPs) will be used as necessary to divert surface water away from
stockpiles.

Unacceptable wastes found in this area, if not otherwise prohibited, will be routed to
either the transfer station or C&D landfill as appropriate at the end of each working day.

2.8 Material Recovery
The County may elect to perform some material recovery at the facility for purposes of
recycling and reuse. It is anticipated that most of the materials to be recovered will
arrive at the facility as C&D waste. Thus, MSW will not be processed.

General procedures for material recovery will be as follows:

1. Staff will separate materials to be recovered near the active face of the landfill.
Materials to be recovered will meet the definition of recovered material per
NCGS 130A-290(a)(24)2.

2. Only the following materials may be recovered:

x Non-treated, non-painted clean wood (lumber);

2 "Recovered material" means a material that has known recycling potential, can be feasibly recycled, and has been
diverted or removed from the solid waste stream for sale, use, or reuse. In order to qualify as a recovered material, a
material must meet the requirements of G.S. 130A-309.05(c).
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x Pallets (damaged and un-damaged);
x Cardboard;
x Metal (ferrous and non-ferrous);
x Brick and block (undamaged and un-painted); and
x Concrete (non-asphaltic).

3. Materials to be recovered may be stockpiled within the current or future limits of
the C&D landfill or placed in containers (i.e. for scrap metal).

4. Brick, concrete block, and concrete are placed in an inert debris stockpile
located at the east end of the closed Phase I landfill unit (see FFigure 1). The
stockpile has approximate maximum dimensions of 150 feet by 150 feet by 25
feet high (approximately 10,000 cubic yards). This material is typically used on-
site as beneficial fill or rip rap. Periodically, and as budget allows, portions of the
stockpiled material are ground to the size of smaller aggregate which can be
used for surfacing access roads.

5. The County also has a crushed glass stockpile nearby the inert debris stockpile
and plans to use this existing stockpile for surfacing access roads until the
material is exhausted. The County now directs glass to be recycled to a facility
located approximately one mile north of the site at the Pilkington glass plant.

2.9 Other Material Handling Areas
The County also maintains areas for storage/handling of used tires, white goods, and
consumer electronics.

The County maintains one or more trailers on-site for the storage of used tires typically
at the east end of the site near the transfer station (see FFigure 1). Tires are received at
the site from landfill customers and are transported to the site by the County from their
convenience/recycling centers. Once one (1) or more trailers are full, the used tires are
picked up by a tire recycler for recycling.

White goods which are received at the facility are temporarily stored along with scrap
metal within the C&D landfill limits (see SSection 2.8). County personnel segregate
materials suspected of containing chloroflourocarbon (CFC) refrigerants (i.e.
refrigerators, freezers, and air conditioners containing Freon), and set aside to minimize
the potential for damage prior to CFC removal. CFC refrigerants are removed by a
recycler at the time of pick-up of white goods/scrap metal. White goods not suspected
of containing CFCs are placed in the container(s) for scrap metal.

The County also maintains a storage area near the south end of the site for storage of
consumer electronics and miscellaneous materials (see FFigure 1). Consumer
electronics are placed on pallets or containers for pick-up by a recycler.

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3.0 ENVIRONMENTAL MANAGEMENT
This section reviews the overall environmental management tasks required for the successful
operation of the facility.

3.1 Surface Water Control
As used herein, the definition of “surface water” is water which results from
precipitation or site run-on that has not contacted the waste.

Proper control of surface water at the facility will accomplish the following goals:

x Minimize the potential for the discharge of pollutants to waters of the United
States, including wetlands (point or non-point sources);
x Prevent the run-on of surface water into the landfill unit(s) or the active face(s);
x Prevent the run-off of surface water that has come into contact with the waste
(i.e. leachate);
x Limit the erosion caused by surface waters;
x Limit sediments carried off-site by surface waters; and
x Maximize the SEPARATION of SURFACE water from LEACHATE.

Separate erosion and sedimentation control plans have been provided for the various
landfill units and other site activities. These plans describe both short and long term
engineered features and practices for preventing erosion and controlling sedimentation
at this site. The following is a brief discussion of some of these features and practices,
focusing more on the landfill units.

3.1.1 Surface Water Run-On Control
The perimeter berms and/or perimeter channels around the landfill unit(s) are
designed to prevent the run-on of surface water from adjacent land into the
landfill. Additional structures such as diversion berms, channels, down pipes,
etc. carry surface water away from the landfill.

Likewise for the transfer station, the potential for run-on of surface water is
minimized by use of a roof over the tipping and loading bay floors and exterior
grades which slope away from the transfer station building.

3.1.2 Erosion Control
The serviceability of the landfill relies heavily on soil berms, barrier layers, and
agricultural layers that are readily eroded by flowing water. Erosion control
provisions incorporated in the landfill include the following:

x The slope of the working face should typically be no steeper than 5H:1V
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where practical to limit erosion of the daily/periodic cover.
x Intermediate cover that has been exposed for more than 30 days must be
seeded immediately and repaired when erosion features are identified.
x Drainage breaks (diversion berms, etc.) are provided on the final cover to
limit the flow length of run-off.
x Water collected by each drainage break is routed to stormwater drainage
channels or down pipes so that the run-off volume does not accumulate
going down the slope.
x The vegetative soil layer placed over the final cover must be seeded
immediately.

Additional erosion control measures have been taken within the drainage
channels and at points of stormwater discharge. All final cover should be
inspected regularly for erosion damage and promptly repaired. Revegetation
should be performed in accordance with the requirements of the applicable
erosion and sedimentation control plan and/or the NC Erosion and
Sedimentation Control Planning and Design Manual3.

3.1.3 Sedimentation Control
Stormwater run-off from the landfill unit(s) is conveyed to one of the on site
sediment basins and/or traps. These basins and/or traps should be inspected
regularly for sediment build-up or erosion damage. The basins and/or traps
should be cleaned out when sediment fills the lower half of the basin. Sediments
removed may be stockpiled within an active borrow area to dry (if needed) prior
to use at the site.

3.1.4 NPDES Requirements
The County will follow the requirements of applicable National Pollutant
Discharge Elimination System (NPDES) permit requirements for the site.
Requirements include periodic inspections, qualitative monitoring, and sampling
of stormwater discharge points. The County will keep records of all inspections,
monitoring, and sampling activities (including any test results) in the operating
record.

3 NC Division of Land Resources (Current Update), North Carolina Erosion and Sediment Control Planning and Design
Manual, NCDENR - Division of Land Resources - Land Quality Section, Raleigh, NC.
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3.2 Leachate Management - Transfer Station
All wash-down water which comes into contact with the waste, tipping floor, loading bay
floor, or waste handling equipment will be treated as leachate. Wash-down water,
which is collected in floor drain in the loading bay and flows to a concrete storage tank
located to the west of the building. The floor drain will be visually inspected during
routine cleaning activities. If there is evidence that the drain is not working properly, the
County will initiate the necessary maintenance activities.

The leachate storage tank level will be checked at least once per week. The tank will be
pumped out whenever the tank approaches full capacity (typically quarterly or more
frequently if larger storms are forecast). The leachate will then be hauled to an
approved wastewater treatment plant (currently the City of Laurinburg WWTP) for
treatment and disposal. The tank will be routinely inspected during pumping activities.
If there is evidence that the tank is not functioning properly, the County will initiate the
necessary maintenance actions.

It is anticipated that any leachate getting outside of the building or leachate storage tank
will be minor (i.e. no more than a few gallons - such as the case of a leaky fitting during
loading of leachate that is quickly repaired). In the event of a larger spillage of leachate,
the spill will be contained as much as practical by County staff (using excavation, soil
berms, or other means) and the DWM will be verbally notified (see SSection 1.1.2). Any
impacted soils will be excavated and properly disposed of.

3.2.1 Record Keeping
Records of leachate hauled from the transfer station will be placed in the facility
operating record as described in SSection 1.12.

3.3 Water Quality Monitoring
The monitoring program and procedures outlined in the current water quality
monitoring plan will be followed for the monitoring of site groundwater monitoring wells
and surface water monitoring locations. Documentation of the water quality monitoring
program will be placed in the facility operating record as described in SSection 1.12.

3.4 Landfill Gas (LFG) Management
Landfill gas (LFG) generated from the C&D landfill will be vented using passive vents
placed at the time of closure. Refer to the appropriate permit application for details of
these vents.

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3.5 Landfill Gas (LFG) Monitoring Plan
The County will implement a routine landfill gas (LFG) monitoring program to ensure
that methane concentrations do not exceed 25 percent of the lower explosive limit (LEL)
(1.25% methane (CH4)) in facility structures, or 100 percent of the LEL (5% CH4) at
property boundaries. LFG monitoring activities and remedial actions for concentrations
exceeding these requirements will be in accordance with the current landfill gas
monitoring plan for the facility.

3.5.1 Record Keeping
Results of LFG monitoring and description of any remedial measures will be
placed in the facility operating record as described in SSection 1.12.

3.6 Vector Control
3.6.1 Transfer Station
Control of insects, rodents, and birds will be accomplished by regular cleaning of
the transfer station and the control of litter. If vector control becomes a
problem, additional measures will be taken to ensure the protection of human
health.

3.6.2 C&D Landfill
Due to the nature of the waste disposed in the C&D landfill, vector control is not
anticipated to be of concern. Note that the use of periodic cover will discourage
animals from nesting in the waste.

3.7 Litter Control
The vegetative trees/bushes act as a barrier to keep litter contained within the site and a
litter control crew will pick up litter around the site and on access roads daily as
necessary. Wind screens adjacent to active areas may be used as practical to control
windblown waste. Additionally, facility staff will make operational changes as practical
based on wind conditions that may spread litter.

3.8 Odor Control
3.8.1 Transfer Station
Odorous or potentially odorous materials will be pushed into a transfer trailer
and covered as soon as possible to avoid odor problems. Additionally, regular
cleaning of the transfer station will help minimize the potential for odor
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problems. If odor control becomes a problem, additional measures will be taken
to ensure odor control.

3.8.2 C&D Landfill
Due to the nature of the waste disposed in the C&D landfill, odor control is not
anticipated to be of concern. However, if odor control becomes a problem,
additional measures (such as additional cover over wastes such as drywall) will
be taken to ensure odor control.

3.9 Dust Control
Dust related to waste hauler traffic on the access roads will be minimized by using a
water truck to limit dust on the gravel portions of site roads. Dust generated by
excavation of cover soil will be limited by watering the cut soil areas if accessible to the
water truck.

3.10 Air Quality
The County will follow all air quality requirements which are applicable to the landfill
facility. This includes applicable requirements developed under a State Implementation
Plan (SIP) approved or promulgated by the U.S. EPA Administrator pursuant to Section
110 of the Clean Air Act.

3.11 Leachate Seeps
Leachate seeps can occur due to a variety of circumstances. The goal in dealing with
leachate seeps is to prevent seepage from leaving the limits of waste disposal areas and
to minimize the potential for reoccurrence. If evidence of leachate seeps is observed,
the County will take the following actions. Depending on the circumstances, various
combinations of actions may be appropriate.

1. If leachate is observed outside of the limits of waste disposal areas, notify
the DWM (see SSection 1.1.2).
2. Contain the flow of leachate using soil berms and/or excavation.
3. Excavate the area of seepage to attempt to allow flow into the underlying
waste (i.e. break-up soil layers that may be causing the seep.).
4. For contained leachate that will not flow into underlying waste, a pump
may be required to route the leachate to a tanker truck.
5. The use of soil (particularly clay) to plug the seepage may also be
successful in the case where flows are minor.
6. Remove and dispose of impacted cover soils accordingly.
7. Repair landfill cover as necessary.

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Appendix A
Fire Occurrence Notification Form

Operations Manual
Scotland County Landfill Facility
Maxton, North Carolina

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SOLID WASTE MANAGEMENT FACILITY
FIRE OCCURRENCE NOTIFICATION
NC DENR Division of Waste Management
Solid Waste Section
Notify the Section verbally within 24 hours and submit written notification within 15 days of the occurrence.
(If additional space is needed, use back of this form.)
NAME OF FACILITY:PERMIT #
DATE AND TIME OF FIRE:@
HOW WAS THE FIRE REPORTED AND BY WHOM:
LIST ACTIONS TAKEN:
WHAT WAS THE CAUSE OF THE FIRE:
DESCRIBE AREA, TYPE, AND AMOUNT OF WASTE INVOLVED:
WHAT COULD HAVE BEEN DONE TO PREVENT THIS FIRE:
DESCRIBE PLAN OF ACTIONS TO PREVENT FUTURE INCIDENTS:
NAME:TITLE:DATE:
***********************************************************************************************************
THIS SECTION TO BE COMPLETED BY SOLID WASTE SECTION REGIONAL STAFF
DATE RECEIVED _________________________________
List any factors not listed that might have contributed to the fire or that might prevent occurrence of future fires:
___________________________________________________________________________________________________________
FOLLOW-UP REQUIRED:
NO PHONE CALL SUBMITTAL MEETING RETURN VISIT BY:____________________ (DATE)
ACTIONS TAKEN OR REQUIRED:
Revised 6/8/09
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Appendix B
Paint Filter Liquids Test

Operations Manual
Scotland County Landfill Facility
Maxton, North Carolina

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March 2014 Appendix B: Paint Filter Liquids Test PageB1
METHOD 9095
PAINT FILTER LIQUIDS TEST
From EPA SW-846

1.0 Scope and Application

1.1 This method is used to determine the presence of free liquids in a representative
sample of waste.

1.2 The method is used to determine compliance with 40 CFR 264.314 and 265.314.

2.0 Summary of Method

2.1 A predetermined amount of material is placed in a paint filter. If any portion of
the material passes through and drops from the filter within the 5 minute test
period, the material is deemed to contain free liquids.

3.0 Interferences

3.1 Filter media were observed to separate from the filter cone on exposure to
alkaline materials. This development causes no problem if the sample is not
disturbed.

4.0 Apparatus and Materials

4.1 Conical paint filter: Mesh number 60 (fine meshed size). Available at local paint
stores such as Sherwin-Williams and Glidden for an approximate cost of $0.07
each.

4.2 Glass funnel: If the paint filter, with the waste, cannot sustain its weight on the
ring stand, then a fluted glass funnel or glass funnel with a mouth large enough
to allow at least 1 inch of the filter mesh to protrude should be used to support
the filter. The funnel is to be fluted or have a large open mouth in order to
support the paint filter yet not interfere with the movement, to the graduated
cylinder, of the liquid that passes through the filter mesh.

4.3 Ring stand and ring or tripod.

4.4 Graduated cylinder or beaker: 100-mL.

5.0 Reagents

5.1 None.

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March 2014 Appendix B: Paint Filter Liquids Test PageB2
6.0 Sample Collection, Preservation, and Handling

6.1 All samples must be collected according to the directions in Chapter Nine of EPA
SW-846.

6.2 A 100 mL or 100 g representative sample is required for the test. If it is not
possible to obtain a sample of 100 mL or 100 g that is sufficiently representative
of the waste, the analyst may use larger size samples in multiples of 100 mL or
100 g, i.e., 200, 300, 400 mL or g. However, when larger samples are used,
analysts shall divide the sample into 100-mL or 100-g portions and test each
portion separately. If any portion contains free liquids, the entire sample is
considered to have free liquids.

7.0 Procedure

7.1 Assemble test apparatus as shown in FFigure 1.

7.2 Place sample in the filter. A funnel may be used to provide support for the paint
filter.

7.3 Allow sample to drain for 5 minutes into the graduated cylinder.

7.4 If any portion of the test material collects in the graduated cylinder in the 5-min.
period, then the material is deemed to contain free liquids for purposes of 40
CFR 264.314 and 265.314.

8.0 Quality Control

8.1 Duplicate samples should be analyzed on a routine basis.

9.0 Method Performance

9.1 No data provided.

10.0 References

10.1 None required.

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Appendix C
Waste Screening Form

Operations Manual
Scotland County Landfill Facility
Maxton, North Carolina

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Scotland County Landfill Facility
Permit Nos. 81-01 (C&DLF) & 81-02T (Transfer Station)
[phone]
WASTE SCREENING FORM
Day / Date: Time Weighed in:
Truck Owner: Driver Name:
Truck Type: Vehicle ID / Tag No:
Weight: Tare:
Waste Generator / Source:
Reason Load Inspected: Random Inspection Staff Initials
Detained at Scales Staff Initials
Detained by Operating Staff Staff Initials
Inspection Location:
Approved Waste Determination Form Present? Yes No N/A
Description of Load:
Load Accepted (signature) Date
Load Not Accepted (signature) Date
Reason Load Not Accepted (complete only if load not accepted)
Description of Suspicious Contents:
Color: Hazardous Waste Markings:
Texture:
Drums Present: Smell:
Est. Cubic Yards in Load:
Est. Tons in Load:
County Emergency Management Contacted?Yes No
Company or Authority Contacted?
Hazardous Materials Present:
Hauler Notified (if waste not accepted) Phone: Time Contacted:
Other Observations:
Final Disposition
Signed: Date
Waste Screening Inspector or Landfill Manager
Attach related correspondence to this form.
File completed form in Operating Record.
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Appendix D
Mobile Home Deconstruction

Operations Manual
Scotland County Landfill Facility
Maxton, North Carolina

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Operations Manual
Appendix D: Mobile Home Deconstruction

Scotland County Landfill Facility
Maxton, North Carolina

Prepared for:

Scotland County
Laurinburg, North Carolina

March 2014

© 2014 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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Scotland County Landfill Facility Operations Manual: Appendix D: Mobile Home Deconstruction
March 2014 Table of Contents Page i
Scotland County Landfill Facility
Maxton, North Carolina

Operations Manual
Appendix D: Mobile Home Deconstruction

Table of Contents
Page

1.0OVERVIEW ................................................................................................................. 1
2.0MOBILE HOME DECONSTRUCTION PROCESS ........................................................... 1
2.1Access ........................................................................................................................ 1
2.2Waste Disposal .......................................................................................................... 1
2.3White Goods ............................................................................................................... 1
2.4Asbestos .................................................................................................................... 2
2.5Deconstruction of Mobile Homes ............................................................................. 2
2.6Holding Time for Mobile Homes ............................................................................... 2
2.7Holding Time for Recyclables ................................................................................... 2
3.0RECORD KEEPING PROGRAM ................................................................................... 2

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Scotland County Landfill Facility Operations Manual: Appendix X: Mobile Home Deconstruction
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1.0 OVERVIEW
This portion of the Operations Manual was prepared to describe the plan for the deconstruction
of mobile homes. Mobile home deconstruction will occur in an area located adjacent to the
construction and demolition debris (C&D) landfill unit. The Mobile Home Deconstruction Area is
strictly for the deconstruction of mobile homes in order to recycle materials from the mobile
homes. Scotland County plans to recycle as many varieties of materials as possible as end
users are available. Initially, scrap metal recycling will be conducted. Once an end-user of
another material (i.e. glass) is located, these other materials may be recycled. Any non-
recyclable material will be disposed of appropriately by the County upon completion of the
deconstruction process.

2.0 MOBILE HOME DECONSTRUCTION PROCESS
Mobile homes will be deconstructed using the following processes.

2.1 Access
Mobile home owners seeking disposal will contact the landfill facility and be placed on a
waiting list. No more than TWO (2) mobile homes will be allowed on-site for
deconstruction at one time. Once space is available for a mobile home, landfill
personnel will contact the next owner on the waiting list. The owner will have a 48 hour
window in which to contact the landfill facility with information regarding the delivery
date and hauler. If owner cannot arrange delivery within this initial 48 hour period, the
owner may make alternate arrangements for delivery and must notify the landfill facility
a minimum of 48 hours prior to planned delivery. The delivered mobile home will not be
weighed on the scales at time of delivery, but the owner will be charged based upon the
size and dimensions of the mobile home.

If delivery is not made within 48 hours of the scheduled delivery date, the owners name
will be placed on the waiting list and the owner will be notified. If an owner has more
than one mobile home, they will be rotated with others on the waiting list.

2.2 Waste Disposal
All mobile homes must be free of garbage, household hazardous waste, and all other
non-construction and demolition waste prior to acceptance by the landfill.

2.3 White Goods
White goods will be accepted with the mobile home. White goods will be removed and
handled in accordance with all State and Federal regulations. Any white goods
containing CFCs will have them managed properly.

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2.4 Asbestos
Since asbestos may be located in the building materials of mobile homes constructed
prior to 1983, all mobile homes built before 1/1/1983 will be thoroughly sprayed with
water (both interior and exterior) to minimize dust. Upon demolition of a mobile home
constructed prior to 1983, the waste generated will be placed in the C&D landfill and
covered with six inches of soil or approved alternate cover.

2.5 Deconstruction of Mobile Homes
Once accepted, the mobile home will be placed in the mobile home deconstruction area.
Mobile home deconstruction will be dependant upon weather conditions and manpower
availability and will ONLY take place in the deconstruction area. Prior to deconstruction,
mobile homes constructed before 1983 will be thoroughly sprayed with water to
minimize dust (as noted above). The home will then be deconstructed using a track-hoe.
The track-hoe will tear the trailer apart and lay the pieces on the ground to be separated
by landfill personnel. The personnel will separate the non-recyclable materials from
the recyclable materials. Initially, scrap metal is planned for recycling. As other end-
users for other materials are available, other materials may be separated for recycling.
All material not planned for recycling will be placed in the C&D landfill before the end of
the day in which the deconstruction takes place. Material from mobile homes
constructed prior to 1983 will be covered prior to the end of the day. All recyclable
materials will be stockpiled in the deconstruction area for future recycling. NO OPEN
FLAMES OR CUTTING WITH TORCHES WILL BE ALLOWED WITHIN 100 FEET OF THE
EXISTING WASTE WITHIN THE C&D LANDFILL.

2.6 Holding Time for Mobile Homes
All mobile homes must be deconstructed within 45 days from acceptance into the
deconstruction area. Upon receipt at the landfill, the date will be painted on the side or
end of the mobile home, or on the frame, for identification purposes for DWM personnel.

2.7 Holding Time for Recyclables
Once a recyclable material is removed from a mobile home, it may be stockpiled in the
mobile home deconstruction area for up to 45 days. No materials will be kept in this
area for more than 45 days, nor will they be stockpiled in other areas awaiting recycling.

3.0 RECORD KEEPING PROGRAM
The County will maintain the following records related to the Mobile Home Deconstruction in an
operating record at the landfill (see also SSection 1.12 of the Operations Manual):

A. Mobile home acceptance records including dates and description;
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B. Owner and hauler information for each mobile home;
C. Date of deconstruction for each mobile home and materials to be recycled;
D. Disposition of waste and recyclables (quantity of materials disposed and location
of disposal; quantity of recyclables and recycling facility information).
E. Date and certification of CFCs removed.

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Attachment F
Closure and Post-Closure Plan

Permit Documents
Scotland County C&D Landfill and Transfer Station
Maxton, North Carolina
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Closure and Post-Closure Plan

Scotland County C&D Landfill - Phase IV
Maxton, North Carolina

Prepared for:

Scotland County
Laurinburg, North Carolina

March 2014
Revised: March 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.
F-1370 F-1370
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Scotland County C&D Landfill - Phase IV Closure and Post-Closure Plan
March 2014 (Revised: August 2014) Table of Contents Page i
Scotland County C&D Landfill - Phase IV
Maxton, North Carolina

Closure and Post-Closure Plan

Table of Contents
Page

1.0CLOSURE PLAN ......................................................................................................... 1
1.1Maximum Closure Area and Waste Capacity ........................................................... 1
1.2Final Cover System .................................................................................................... 1
1.3Landfill Gas System ................................................................................................... 2
1.4Surface Water Systems ............................................................................................. 2
1.4.1Incremental Operation .................................................................................. 2
1.4.2Required Maintenance .................................................................................. 3
1.5Closure Schedule ...................................................................................................... 3
1.6Closure Verification ................................................................................................... 3
2.0POST-CLOSURE PLAN ............................................................................................... 5
2.1Post-Closure Contact ................................................................................................ 5
2.2Post-Closure Use ...................................................................................................... 5
2.3Maintenance .............................................................................................................. 6
2.3.1Repair of Security Control Devices ............................................................... 6
2.3.2Erosion Damage Repair and Vegetation ....................................................... 6
2.3.3Correction of Settlement, Subsidence, and Displacement ......................... 6
2.3.4Leachate Seeps ............................................................................................. 6
2.3.5Repair of Run-On/Run-Off Control Structures ............................................ 7
2.3.6Landfill Gas System ...................................................................................... 7
2.3.7Groundwater Monitoring Wells..................................................................... 7
2.4Monitoring Plan ......................................................................................................... 8
2.4.1Inspection Frequencies ................................................................................. 8
2.4.2Inspection Activities ...................................................................................... 8
2.4.3Record Keeping ............................................................................................. 8
2.5Engineering Certification .......................................................................................... 8
3.0CLOSURE/POST-CLOSURE COST ANALYSIS ........................................................... 11
3.1Estimated Closure Costs ......................................................................................... 11
3.2Estimated Post-Closure Costs................................................................................ 11
3.3Estimated Assessment and Corrective Action Costs ............................................. 11
3.4Financial Assurance Mechanism ............................................................................ 11

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Table of Contents (Continued)

TABLES
Table 1.1Closure Areas and Capacity Summary ......................................................... 1
Table 2.1Post-Closure Inspection Frequencies .......................................................... 9
Table 3.1Summary of Cost Estimates ....................................................................... 12

APPENDIX
Appendix A Closure, Post-Closure, and Assessment/Corrective Action Cost Estimates

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1.0CLOSURE PLAN
This plan is intended to serve as a guide for the proposed closure. A formalized Closure Plan
for each landfill unit (or incremental portion thereof) will be submitted to the Solid Waste
Section of the North Carolina Department of Environmental Quality Division of Waste
Management (DWM) for approval prior to beginning closure construction.

1.1Maximum Closure Area and Waste Capacity
The following are the estimated areas and capacity for each landfill unit to be closed
under this plan.

Table 1.1 Closure Areas and Capacity Summary
Landfill Unit Closure Area
(Acres)
Gross Capacity
(CY)1
Net (Waste) Capacity
(Tons)1
Phase IV
(Through Fill Sequence 4) 20.6 1,144,442 574,819

Notes:

1.The volume and tonnage figures assumed are based on the site’s Facility Plan. Refer to
the Facility and Engineering Plan (AAttachment B).

1.2Final Cover System
The final cover system for Phase IV will consist of the following components (top-down):

Alternative Final Cover System (.1627 (c)(2)):

Top Slopes (Typically 5 to 8%):
xan 18-inch thick vegetative soil layer;
xa drainage geocomposite (with drainage breaks);
xa 30-mil textured LLDPE geomembrane or geosynthetic clay liner
(GCL); and
xa 12-inch thick intermediate cover layer.

Side Slopes (Typically 4H:1V):
xa 24-inch thick vegetative soil layer.

The final cover system will be placed on prepared intermediate cover at a maximum
slope of 4H:1V. Surface water control devices and landfill gas (LFG) wells/vents will also
be incorporated into the final cover system. The final cover surface will be vegetated
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upon completion of the final cover installation according to the project seeding
specifications.

Placement of the vegetative soil layer over the cover geosynthetics must be done with
care to avoid damage to these materials. This soil layer should be placed from the
bottom up using a small dozer equipped with low ground contact pressure (6 psi or less)
tracks. A minimum of 12 inches of soil should be maintained between the dozer tracks
and the underlying geosynthetics. The soil buffer should receive no compaction other
than that provided by the dozer tracks. Pans or other heavy equipment should not
operate on the vegetative soil layer.

Refer to the appropriate permit application for a detailed discussion and details related
to the design of the final cover system for each landfill unit.

1.3 Landfill Gas System
A landfill gas system is provided in the final cover design. This system includes a system
of collection wells/vents placed within the waste to capture the gas and passively vent
the gas. Alternatively, if desired by the County or required utility flares or an active
collection system with blower and flare may be employed. The collection wells/vents
should be placed before any geosynthetics are placed. The location of gas system
components are shown on DDrawing S3 (Phase IV Final Cover Grading and Drainage
Plan).

1.4 Surface Water Systems
Precipitation falling on the cover will infiltrate into the cover or run off of the cover.
Short-term the run-off runs down the surface of the intermediate cover. Long-term the
run-off is collected in a series of drainage breaks built into the areas covered by final
cover. These drainage breaks are provided along side slopes (side slope swales) and
near the upper edge of the side slopes (cap diversion berms). Water captured by side
slope swales or diversion berms is routed toward one of the down pipes. Flow in the
down pipes is routed to the base of the landfill and to one of the site sediment basins.

1.4.1 Incremental Operation
During much of the life of the landfill, surface run-off will be handled by the
intermediate cover system. Operations must strive to provide operational
grading that encourages run-off from the intermediate cover to drain to the
perimeter channels along the perimeter berms or to areas covered by final
cover. Corrugated polyethylene (CPE) piping and temporary soil berms must be
installed if required to accomplish this run-off routing.

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Scotland County C&D Landfill - Phase IV Closure and Post-Closure Plan
March 2014 (Revised: August 2014) 1.0 Closure Plan Page 3
1.4.2 Required Maintenance
The surface water systems must be inspected annually and immediately after
every major storm. Sediment build-up in the drainage features/devices must be
cleaned out on a regular basis to promote run-off. Sediments removed can be
used as daily or intermediate cover.

1.5 Closure Schedule
In general, closure activities will occur on the following schedule:

C&D Landfill Units (15A NCAC 13B.0543(c)(5)):

x No later than 30 days after the date on which the C&DLF unit receives the
known final receipt of wastes;

x No later than 30 days after the date that a 10 acre or greater area of waste, is
within in 15 feet of final design grades; or

x No later than one year after the most recent receipt of wastes, if the C&DLF
unit has remaining capacity.

Prior to beginning closure of any landfill unit, the County will notify the DWM that a
notice of the intent to close the unit has been placed in the operating record.

All closure activities shall be completed within 180 days. Exemptions and extensions
may be approved by the DWM.

1.6 Closure Verification
The following procedures will be implemented following closure:

x A Construction Quality Assurance (CQA) report will be submitted to the DWM.
This report will describe the observations and tests used before, during, and
upon completion of construction to ensure that the construction materials meet
the final cover design specifications and the construction and certification
requirements. The CQA report will contain as-built drawings.

x A signed certification from a registered Professional Engineer verifying that
closure has been completed in accordance with the closure plan will be
submitted to the DWM and placed in the operating record.

x At least one sign notifying all persons of the closing of the landfill (or incremental
portions thereof) and that wastes are no longer accepted will be posted. Suitable
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March 2014 (Revised: August 2014) 1.0 Closure Plan Page 4
barriers will be installed as necessary at former access points to prevent new
waste from being deposited.

x Within 90 days, a survey plat, prepared by a registered Professional Land
Surveyor, indicating the location and dimensions of landfill disposal areas, will be
prepared.

x A notation will be recorded on the deed (through the County Register of Deed’s
Office) notifying any potential purchaser of the property that the land has been
used as a landfill facility and that future use is restricted under the approved
closure plan. A copy of the deed notation as recorded will be filed with the
operating record and notification will be provided to the DWM.

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March 2014 (Revised: August 2014) 2.0 Post-Closure Plan Page 5
2.0 POST-CLOSURE PLAN
This Post-Closure Plan has been developed to outline steps to be taken to ensure the integrity
of the landfill during its post-closure care period. The post-closure care period will last at least
30 years after final closure and, at a minimum, will consist of the following:

x Maintaining the integrity and effectiveness of final cover system;

x Performing groundwater and surface water monitoring;

x Maintaining and operating a landfill gas monitoring system; and

x Maintaining run-on/run-off controls.

No wastes will remain exposed after closure of the landfill. Access to the closed site by the
public will not pose a health hazard.

2.1 Post-Closure Contact
All correspondence and questions concerning the post-closure care of the landfill
should be directed to:

Scotland County Landfill
Attn: Landfill Manager
10681 Patterson Road
Maxton, NC 28354
Phone: [phone]
Fax: [phone]

2.2 Post-Closure Use
After filling operations cease at the landfill and the landfill is officially closed in
accordance with the Closure Plan, each landfill unit will be maintained as a grassy hill.
Scotland County will maintain control of the property and prevent public access to it
during the post-closure period.

There may be (an) access road(s) on the final cover to allow proper maintenance during
post-closure. Precise location of the access road(s) will be determined as a part of
operations. Low ground pressure and rubber tire vehicles will be used for maintenance.
Additionally, the County will maintain access to all site monitoring locations through the
post-closure period.

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March 2014 (Revised: August 2014) 2.0 Post-Closure Plan Page 6
2.3 Maintenance
2.3.1 Repair of Security Control Devices
All security control devices will be inspected and maintained as necessary to
ensure access to the site is controlled. Locks, vehicular gates, and fencing will
be replaced if functioning improperly. Warning signs will be kept legible at all
times and will be replaced if damaged by inclement weather or vandalism.

2.3.2 Erosion Damage Repair and Vegetation
If erosion of the final cover occurs during post-closure, the affected area will be
repaired and revegetated as necessary. If necessary, rolled erosion control
products (RECPs) will be used to expedite rapid revegetation of slopes and to
secure topsoil in place. Revegetation (including fertilization and seeding) will be
performed in accordance with the most recently approved erosion and
sedimentation control plan and the North Carolina Erosion and Sediment Control
Planning and Design Manual.

Mowing of the final cover surfaces will occur approximately once per year in
order to help maintain a healthy stand of grasses and to cut down saplings and
woody-stemmed plants.

2.3.3 Correction of Settlement, Subsidence, and Displacement
Minimum slopes of 5 percent will be maintained after settlement in order to
prevent ponding and allow for proper drainage without infiltration. If vertical or
horizontal displacement occurs due to differential settlement, cracks and/or
settled areas will be filled with appropriate material, graded to facilitate surface
drainage, and vegetative cover will be reestablished. Excessive vertical
displacement is not anticipated.

2.3.4 Leachate Seeps
If evidence of leachate seeps is observed, the County will take the following
actions. Depending on the circumstances, various combinations of actions may
be appropriate.

1. If leachate is observed outside of the limits of waste disposal areas, notify
the DWM.
2. Contain the flow of leachate using soil berms and/or excavation.
3. Excavate the area of seepage to attempt to allow flow into the underlying
waste (i.e. break-up soil layers that may be causing the seep.).
4. For contained leachate that will not flow into underlying waste, a pump
may be required to route the leachate to a tanker truck.
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5. The use of soil (particularly clay) to plug the seepage may also be
successful in the case where flows are minor.
6. Remove and dispose of impacted cover soils accordingly.
7. Repair landfill cover as necessary.

2.3.5 Repair of Run-On/Run-Off Control Structures
All drainage swales, ditches, and perimeter channels will be repaired, cleaned,
or realigned in order to maintain their original condition. Any culverts that are
damaged will be repaired or replaced. Sediment basins/ponds will be cleaned
out when sediment has reached design cleanout levels.

2.3.6 Landfill Gas System
The landfill gas system will be maintained by the County and operated in
accordance with any site air quality permits. Proper operation of the system is
verified through testing at the landfill gas monitoring wells.

If gas wells/vents do not function as a result of irregular settlement,
accumulation of liquids (condensate, leachate, and/or water), binding or
corrosion, additional and/or replacement wells/vents can be installed if
necessary.

Any damage caused to the landfill final cover system as the result of
maintenance, repair, or decommissioning of the LFG system will be repaired
following the appropriate specifications and construction quality assurance (CQA)
requirements.

2.3.7 Groundwater Monitoring Wells
Procedures outlined in the current Water Quality Monitoring (WQM) Plan or
subsequent revision will take precedence; however, a brief description follows.
All groundwater monitoring wells have been installed with concrete pads and
protective casings to prevent accidental damage by vehicles and equipment. The
wells are also equipped with a locking cap to discourage vandalism.
Groundwater wells will be inspected regularly (at the time of sampling) to ensure
integrity. Persons inspecting a well should look at the overall condition of the
well, for signs of well tampering, and cracking or degradation of the concrete
pad. Should a well require replacement, the defective well should be abandoned
in accordance with specifications provided in the WQM Plan and a new well
installed at a location that is approved by the DWM.

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March 2014 (Revised: August 2014) 2.0 Post-Closure Plan Page 8
2.4 Monitoring Plan
The closed unit will be monitored for a minimum of 30 years. Inspections of the closed
landfill will be scheduled to ensure the integrity and effectiveness of the final cover
system, surface water systems, groundwater monitoring system, landfill gas system,
and to protect human health and the environment.

2.4.1 Inspection Frequencies
Inspections to be conducted by the County during the post-closure care period
will occur regularly as shown in TTable 2.1.

2.4.2 Inspection Activities
Inspections will include examination of the security control devices for signs of
deterioration or vandalism to ensure access to the site is limited to authorized
persons. Each disposal area will be checked to ensure the integrity of the final
cover system is maintained, erosion damage is repaired, vegetative cover
persists, and that cover settlement, subsidence, and displacement are minimal.
Additionally, the condition of the groundwater and gas monitoring systems and
permanent benchmarks will be checked.

A report of findings will be made to the responsible party, including
recommendations for actions deemed necessary to ensure the site continues to
meet the closure performance standard.

2.4.3 Record Keeping
Records of inspections and repairs will be kept on file by the County throughout
the post-closure period.

2.5 Engineering Certification
Following completion of the post-closure care period for each landfill unit, the County
will notify the DWM that a certification, signed by a registered professional engineer,
verifying that post-closure care has been completed in accordance with the post-closure
plan, has been placed in the operating record.

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Scotland County C&D Landfill - Phase IV Closure and Post-Closure Plan
March 2014 (Revised: August 2014) 2.0 Post-Closure Plan Page 9
Table 2.1 Post-Closure Inspection Frequencies
Inspection Activity Year 1 Years 2-30
Security Control Devices Quarterly Quarterly
Vegetative Cover Condition Quarterly1 Quarterly1
Surface Water Systems Quarterly1 Quarterly1
Erosion Damage Quarterly1 Quarterly1
Cover Drainage System Quarterly1 Semi-Annually1
Cover Settlement, Subsidence, and Displacement Quarterly1 Semi-Annually1
Landfill Gas System Quarterly2 Semi-Annually2
Water Quality Monitoring Semi-Annually3 Semi-Annually3
LFG Monitoring System Quarterly4 Quarterly4
Benchmark Integrity Annually Annually
Accessibility to Monitoring Locations Annually Annually

Notes:

1. These items will be inspected after each large storm event (i.e. > 1 inch in any 24 hours) in
Year 1. In Years 2-30, these items will be inspected after storm events which produce high
amounts of rainfall over multiple days (i.e. tropical storms).

2. Or in accordance with the current Landfill Gas Management Plan or air quality permit(s).

3. Or in accordance with groundwater monitoring schedule described in the current Water
Quality Monitoring Plan.

4. Or in accordance with the current LFG Monitoring Plan.

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Scotland County C&D Landfill - Phase IV Closure and Post-Closure Plan
March 2014 (Revised: August 2014) 3.0 Closure/Post-Closure Cost Analysis Page 11
3.0 CLOSURE/POST-CLOSURE COST ANALYSIS
The purpose of this section is to provide a written estimate (in current year dollars) of costs
associated with all activities specified in the written closure and post-closure plans which have
been developed for the Scotland County Landfill.

3.1 Estimated Closure Costs
A cost estimate for complete closure of the Phase IV C&D landfill unit (the maximum
area to be closed) is provided in AAppendix A and is summarized in TTable 3.1. The cost
estimate is based on a third party providing the necessary services and includes labor in
the unit prices given. The estimated closure costs will be reviewed and updated as
required to reflect adjustments for inflation, increased costs in construction or
materials, or any other adjustments to the Closure Plan.

3.2 Estimated Post-Closure Costs
A cost estimate for the post-closure care activities for the landfill is provided in
Appendix A and is summarized in TTable 3.1. The cost estimate is based on a third party
providing the necessary services and includes labor in the unit prices given. The
estimated post-closure costs will be reviewed and updated as required to reflect
adjustments for inflation, rising costs of anticipated post-closure care, or any other
adjustments to the Post-Closure Plan.

3.3 Estimated Assessment and Corrective Action Costs
A cost estimate for current potential assessment and corrective (remedial) action at the
landfill facility is provided in AAppendix A and is summarized in TTable 3.1. This cost is
equal to the required minimum amount ($2,000,000) per NCGS 130A 295.2(h) which
exceeds currently projected costs for assessment and corrective action.

3.4 Financial Assurance Mechanism
Scotland County intends to continue to use the Local Government Financial Test (15A
NCAC 13B.1628(e)(1)(f)) to demonstrate financial assurance for this facility.

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March 2014 (Revised: March 2019) 3.0 Closure/Post-Closure Cost Analysis Page 12
Table 3.1 Summary of Cost Estimates
Activity Total
C&D Phase IV – Closure $1,183,704
Post-Closure (30 Year) $1,379,400
Assessment and Corrective Action $2,643,500
Total:$5,206,604

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Appendix A
Closure, Post-Closure, and Assessment/Corrective Action
Cost Estimates
Closure and Post-Closure Plan
Scotland County Landfill - Phase IV
Maxton, North Carolina

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SHEET: 1/4
JOB #: SCOT-1
DATE: 3/8/19
Scotland County Landfill - Financial Assurance BY: PKS
Table 1: Summary
1.0 $1,183,704
2.0 $1,379,400
3.0 $2,643,500
$5,206,604
Notes:
1. All cost projections are presented in 2019 dollars. Appropriate annual escalators should be applied.
Item No.Total
Estimated Post-Closure Cost (See Table 3)
TOTAL =
Description
C&D Landfill - Phase IV - Estimated Closure Cost (See Table 2)
Assessment & Corrective Action Cost (See Table 4)
SMITH GARDNER, INC.Table 1 - Summary SC LF COST ESTIMATES R2 2019-03
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SHEET: 2/4
JOB #: SCOT-1
DATE: 3/8/19
Scotland County Landfill - Financial Assurance BY: PKS
Table 2: C&D Landfill - Phase IV - Estimated Closure Cost
1.0 20.6 AC $2,000 $41,200
2.0 20.6 AC $2,000 $41,200
3.0 226,500 SF $0.50 $113,250
4.0 226,500 SF $0.60 $135,900
5.0 66,500 CY $5.00 $332,500
6.0 20.6 AC $7,500 $154,500
7.0 20.6 AC $2,000 $41,200
8.0 20.6 AC $1,500 $30,900
$890,650
9.0 $35,626
$926,276
$92,628
$1,018,904
10.0 20.6 AC $2,000.00 $41,200
11.0 20.6 AC $6,000.00 $123,600
$1,183,704
Notes:
1. All cost projections are presented in 2019 dollars. Appropriate annual escalators should be applied.
2. Unit costs include materials and anticipated labor/installation costs.
3. The referenced 5.2 acre area is located on the top flatter slopes of the landfill between the cap diversion berms.
Description
Engineering
Estimated
Quantity
Subtotal (Items 1 - 9) =
Units Unit Cost Item Cost
30-mil Textured LLDPE Geomembrane or
Geosynthetic Clay Liner (GCL) (5.2 Ac.) (See Note
3)
Drainage Geocomposite (5.2 Ac.) (See Note 3)
Bonds, Mobilization, & Insurance 4% of Subtotal (Items 1 - 8) =
Subtotal (Items 1 - 8) =
Landfill Gas Wells/Vents
Vegetative Soil Layer (24")
Item No.
Site Preparation
CQA
TOTAL =
Construction Subtotal =
Contingency (10%) =
Erosion Control (Diversion Berms, Down Pipes,
Etc.)
Revegetation
Surveying
SMITH GARDNER, INC.Table 2 - C&DLF Ph IV Closure SC LF COST ESTIMATES R2 2019-03
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SHEET: 3/4
JOB #: SCOT-1
DATE: 3/8/19
Scotland County Landfill - Financial Assurance BY: PKS/JAS
Table 3: Estimated Post-Closure Cost (30-Year)
1.0 80 HR $75 $6,000
2.0 2 AC $1,500 $3,000
3.0 32 AC $150 $4,800
4.0 1 LS $5,000 $5,000
5.0 1 LS $2,000 $2,000
6.0 1 LS $2,000 $2,000
7.0 1 LS $16,000 $16,000
8.0 1 LS $3,000 $3,000
$41,800
$4,180
$45,980
$1,379,400
Notes:
1. All cost projections are presented in 2019 dollars. Appropriate annual escalators should be applied.
2. Unit costs include materials and anticipated labor/installation costs.
3. Assumes total of 31.5 acres (C&D Phase IV and MSW Phases II/III).
4.
5.
General Repairs (LFG Wells/Vents, etc.)
Item No.Description Estimated
Quantity Units Unit Cost
Gates/Fences/Access
Item Cost
Site Inspection & Record Keeping
Revegetation
Mowing (once per year)
Erosion Control
Annual Total =
30-YEAR TOTAL =
The water quality monitoring and reporting cost assumes semi-annual sampling, analysis, and
reporting for 12 wells (assessment monitoring & C&D parameters) and 2 surface water locations.
(current annual cost = $16,000).
The LFG monitoring and reporting cost assumes quarterly monitoring @ $750 per event (annual cost =
$3,000).
Water Quality Monitoring & Reporting (See Note 4)
LFG Monitoring & Reporting (See Note 5)
Subtotal (Items 1 - 8) =
Contingency (10%) =
SMITH GARDNER, INC.Table 3 - Post-Closure SC LF COST ESTIMATES R2 2019-03
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SHEET: 4/4
JOB #: SCOT-1
DATE: 3/8/19
Scotland County Landfill - Financial Assurance BY: PKS/JAS
Table 4: Estimated Assessment & Corrective Action Cost
1.0 $16,000 $480,000
2.0 $3,500 $105,000
$585,000
$58,500
$643,500
$2,000,000
$2,643,500
Notes:
1. All cost projections are presented in 2019 dollars. Appropriate annual escalators should be applied.
2. Unit costs include materials and anticipated labor/installation costs.
3.
4.
5.
30-YEAR TOTAL =
Potential Assessment & Corrective Action (See Note 5) =
Item No.Description Annual Cost 30-Year Total
Water Quality Assessment Monitoring & Reporting (See Note 3)
The water quality monitoring and reporting cost assumes 12 long-term wells & 2 surface water
locations sampled semi-annually @ a rate of $16,000 per year.
The corrective action monitoring required for Monitored Natural Attenuation has been modified to a
reduced schedule by NCDEQ. Therefore, this cost is lower than reported in previous submittals. The
cost for this item is ONLY for additional monitoring parameters for corrective action.
Per NCGS 130A 295.2 (h), a minimum of $2,000,000 is required for potential assessment and
corrective action at the facility.
Corrective Action (See Note 4)
Subtotal =
TOTAL =
Contingency (10%) =
SMITH GARDNER, INC.Table 4 - Assessment-C. Action SC LF COST ESTIMATES R2 2019-03
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Attachment G
Erosion and Sedimentation Control Plan

Permit Documents
Scotland County C&D Landfill and Transfer Station
Maxton, North Carolina
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Erosion and Sedimentation Control Plan

Scotland County C&D Landfill - Phase IV
Maxton, North Carolina

Prepared for:

Scotland County
Laurinburg, North Carolina

March 2014

© 2014 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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Scotland County C&D Landfill - Phase IV Erosion and Sedimentation Control Plan
March 2014 Table of Contents Page i
Scotland County C&D Landfill - Phase IV
Maxton, North Carolina

Erosion and Sedimentation Control Plan

Table of Contents
Page

1.0NARRATIVE ................................................................................................................ 1
1.1Project Description .................................................................................................... 1
1.2Site Location .............................................................................................................. 1
1.3Contact Information .................................................................................................. 1
1.3.1Engineer ........................................................................................................ 1
1.3.2Owner ............................................................................................................ 2
1.4Existing Site Conditions ............................................................................................. 2
1.5Adjacent Areas ........................................................................................................... 2
1.6Site Soils Information ................................................................................................ 2
2.0DESIGN GUIDELINES AND PROCEDURES ................................................................. 3
3.0RUNOFF CALCULATIONS .......................................................................................... 3
4.0EROSION AND SEDIMENTATION CONTROL MEASURES ........................................... 3
4.1Sediment Basins ........................................................................................................ 3
4.2Drainage Channels .................................................................................................... 4
4.3Culverts ...................................................................................................................... 4
4.4Vegetative Stabilization ............................................................................................. 4
4.5Cap Diversion Berms ................................................................................................ 4
4.6Side Slope Swales ..................................................................................................... 4
4.7Down Pipes ................................................................................................................ 4
5.0SCHEDULE FOR IMPLEMENTATION .......................................................................... 5
6.0INSPECTION AND MAINTENANCE ............................................................................. 5

FIGURES
Figure 1 USGS Map (Johns Quadrangle)
Figure 2 USDA NRCS Soils Map

APPENDICES
Appendix A Erosion and Sedimentation Control Calculations
Appendix B Erosion and Sedimentation Control Technical Specifications (See
Attachment C)
Appendix C Erosion and Sedimentation Control Plans and Details (See AAttachment J)

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Scotland County C&D Landfill - Phase IV Erosion and Sedimentation Control Plan
March 2014 Page 1
1.0 NARRATIVE
1.1 Project Description
Scotland County plans to continue operations in Phase IV of their existing construction
and demolition debris (C&D) landfill located near the intersection of Patterson Road and
Old Maxton Road near Maxton. The continued operation of the landfill will require the
disturbance of approximately 21 acres (Note that this acreage was previously permitted
in September 19961. The site’s active borrow area was also previously permitted in
November 19962). This plan discusses the erosion and sedimentation control measures
used on this project.

1.2 Site Location
Figure 1 (USGS map (Johns Quadrangle)) shows the approximate location of the site and
the location of stormwater outfalls for this project. Additional information is as follows:

Address: 10681 Patterson Road
Maxton, NC 28354
Coordinates
(Site Entrance):

Longitude: 34.7223 degrees
Latitude: -79.3843 degrees
River Basin: Lumber
Receiving Stream(s)
(Stream Classification):

Shoe Heel Creek (C,SW)

1.3 Contact Information
1.3.1 Engineer
For questions regarding this erosion and sedimentation control plan, please
contact the following:

Smith Gardner, Inc.
Attn.: Pieter K. Scheer, P.E.
14 N. Boylan Ave.
Raleigh, NC 27603

1 G.N. Richardson & Associates, Inc. (1996), Erosion and Sedimentation Control Plan - Scotland County Landfill,
Scotland County, North Carolina, July 1996 (Approved by NC DENR Land Quality Section on September 13, 1996).
2 G.N. Richardson & Associates, Inc. (1996), Erosion and Sedimentation Control Plan - Scotland County Landfill
Borrow Area A, Scotland County, North Carolina, November 1996 (Approved by NC DENR Land Quality Section on
November 27, 1996).
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Scotland County C&D Landfill - Phase IV Erosion and Sedimentation Control Plan
March 2014 Page 2
Phone: [phone]
Fax: [phone]
Email: [e-mail].

1.3.2 Owner
The owner of the site and the person to contact should sediment control issues
arise during the land-disturbing activity is as follows:

Scotland County Landfill
Attn: Bryant Higgins, Public Works Director
10681 Patterson Road
Maxton, NC 28354
Phone: [phone]
Fax: [phone]

1.4 Existing Site Conditions
The Phase IV landfill unit is a vertical expansion of existing closed landfill units (Phases
II and III). Existing ground surface elevations vary from El. 230 (feet) on the closed Phase
III landfill unit to the east to El. 190 to the west of the current active fill area. Currently,
much of the site away from the active disposal area is stabilized. Drainage from the
facility is routed to an existing sediment basin (Sediment Basin No. 1) at the east end of
the site. This basin drains to the east into Shoe Heel Creek Swamp.

1.5 Adjacent Areas
The Phase IV landfill unit lies within County-owned property on all sides. The site is
accessed from both Patterson Road and Old Maxton Road.

1.6 Site Soils Information
The native surficial soils at the site fall under the categories of Autryville sand and
Wagram and Norfolk loamy sands according to the USDA Natural Resources
Conservation Service soils mapping (see aattached Figure 2 (USDA NRCS Soils Map)).
Much of the Autryville sands are located within existing waste disposal areas. The
Wagram and Norfolk soils are classified as being in hydrologic soil groups (HSG) “A” and
“B”, respectively. HSG “B” was conservatively used for purposes of runoff calculations.

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2.0 DESIGN GUIDELINES AND PROCEDURES
The erosion and sediment control design for the landfill was conducted based on guidelines and
procedures as set forth in the following references:

A. HydroCAD Software Solutions, LLC (2006), HydroCAD Stormwater Modeling System
Owner’s Manual - Version 8, Chocorua, NH.

B. Malcom, H. Rooney (1989 & 2003 Supplement), Elements of Urban Stormwater Design,
NC State Univ., Raleigh, NC.

C. North Carolina Division of Land Resources (2013 Update), North Carolina Erosion &
Sediment Control Planning & Design Manual, Raleigh, NC.

3.0 RUNOFF CALCULATIONS
All stormwater flow volumes were calculated using the HydroCAD computer program (utilizing
USDA-NRCS (SCS) methods) and/or the Rational Method based on a 25 year 24-hour storm
event. This storm event, which is a requirement of current North Carolina solid waste
regulations, exceeds the 10-year event required by current North Carolina Sediment Control
regulations. Rainfall quantities and/or intensities used in the analyses were derived from an
analysis of design storms for the site. Drainage areas were determined using a planimeter
and/or AutoCAD on topographic sheets of the project area. For each drainage area, runoff
curve numbers (SCS methods) and/or runoff coefficients (Rational Method) were selected based
on ground cover conditions. Times of concentration were calculated by HydroCAD using SCS
methods.

4.0 EROSION AND SEDIMENTATION CONTROL MEASURES
The following erosion and sedimentation control measures are to be constructed as part of the
proposed construction. Appendices A, B, and C to this plan include calculations, technical
specifications, and plans and details (project drawings) for each of these measures,
respectively.

4.1 Sediment Basins
There is one permanent (Sediment Basin No. 1) sediment basin which serves the site.
Sediment Basin No. 1 is located on the east end of the facility. Note that the planned
disturbed area (21 acres) is less than the originally designed area for this basin (45
acres); thus excess sediment in basin discharge is not anticipated. This basin was
modeled with the HydroCAD computer program to verify the performance of the basin.

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4.2 Drainage Channels
Drainage channel calculations were conducted using a reformulation of Manning's
Equation in a spreadsheet format. The calculations determine the normal depth of flow
based on the peak discharge from the design storm (from HydroCAD) and assumed
channel dimensions/slope(s). Both temporary and/or permanent channel linings were
chosen, as appropriate, based on the calculated velocity and/or shear stress.
Temporary channel linings (if specified) were designed based on the peak discharge
from a 2-year 24-hour design storm.

4.3 Culverts
There are several culverts which will be used at the site to convey flow beneath
roadways. Culverts were designed either using HydroCAD or a spreadsheet based on an
analysis of inlet and outlet control under the influence of the design storm to determine
the maximum headwater elevation. Where required, culvert outlets were designed for
outlet stabilization based on criteria set forth in E&SCP&DM, Section 6.41.

4.4 Vegetative Stabilization
Vegetative stabilization will be in accordance with the seeding schedule on the project
drawings and/or in the project specifications.

4.5 Cap Diversion Berms
Cap diversion berms will be placed near the slope break of the final cover where the
4H:1V side slopes break to a flatter grade. Flow from the cap diversion berms is
directed to the down pipes. The capacity and need for lining of cap diversion berms was
checked using the same procedures as described above for drainage channels.

4.6 Side Slope Swales
Side slope swales (diversion berms) are to be placed along final cover side slopes at 20
to 30 foot vertical increments. Flow from the side slope swales is directed to the down
pipes or perimeter channels. The capacity and need for lining of the swales was
checked using the same procedures as described above for drainage channels.

4.7 Down Pipes
Down pipes will be used to carry flows from diversion berms and side slope swales to
the bottom of final cover slopes. Down pipes were designed based on an analysis of inlet
and outlet control under the influence of the design storm to determine the governing
headwater condition. Down pipes will be adequately anchored to the landfill side slopes
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by use of a soil cover and each will be outleted with outlet stabilization to perimeter
channels.

5.0 SCHEDULE FOR IMPLEMENTATION
Erosion and sedimentation control measures will be established prior to, or as soon as practical
thereafter, any land disturbance or construction activities may begin in that portion of the site
which drains to the erosion control measures.

Soil stabilization will be achieved on any area of the site where land disturbing activities have
temporarily or permanently ceased according to the following schedule:

A. All perimeter dikes, swales, ditches, perimeter slopes, and all slopes steeper than 3
horizontal to 1 vertical (3H:1V) will be provided temporary or permanent stabilization
with ground cover as soon as practicable but in any event within 7 calendar days from
the last land disturbing activity.
B. All other disturbed areas will be provided temporary or permanent stabilization with
ground cover as soon as practicable but in any event within 14 calendar days from the
last land disturbing activity.
C. Basins, traps, channels, and diversions will be lined with anchored rolled erosion control
products or rip rap and/or vegetated upon construction.

6.0 INSPECTION AND MAINTENANCE
All erosion and sedimentation control measures will be inspected at least once every 7 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 will be maintained on the site and
a record of the rainfall amounts and dates will be kept.

During inspections, any stormwater discharges from the site will be observed for stormwater
discharge characteristics to evaluate the effectiveness of the erosion and sedimentation control
measures incorporating Best Management Practices (BMPs). If visible sedimentation is leaving
the disturbed limits of the site, corrective action will be taken immediately to control the
discharge of sediments.

Maintenance activities will include, but not be limited to the following:

A. The removal and satisfactory disposal of trapped or deposited sediments from basins,
traps, barriers, filters, and/or drainage features/devices;
B. Replacement of filter fabrics used for silt fences upon loss of efficiency; and
C. Replacement of any other components which are damage or cannot serve the intended
use.

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Appendix A
Erosion and Sedimentation Control
Calculations
Erosion and Sedimentation Control Plan
Scotland County Landfill - Phase IV
Maxton, North Carolina

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March 2014 Appendix A: Table of Contents Page A1
Erosion and Sedimentation Control Plan
Appendix A: Erosion and Sedimentation Control Calculations

Table of Contents

1.0 Drainage and E&S Control Calculations - Overview
2.0 Analysis of Design Storms
3.0 Drainage Areas and Curve Numbers
4.0 Stormwater Routing (HydroCAD output)*
x 25-Year 24-Hour Storm
5.0 Drainage Channel Analysis
x DC-1
x DC-2
x DC-3
x DC-4A
x DC-4B
x DC-4C
x DC-4D
x Cap Diversion Berms
x Side Slope Swales
6.0 Down Pipe Analysis
7.0 Outlet Protection Analysis
x C-1
x C-2
x C-3

*The design of culverts is included in the HydroCAD output.

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Attachment H
Water Quality Monitoring Plan

Permit Documents
Scotland County C&D Landfill and Transfer Station
Maxton, North Carolina
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Water Quality Monitoring Plan
Scotland County Landfill Facility
Maxton, North Carolina
Prepared for:

Scotland County
Laurinburg, North Carolina
March 2014
Revised: May2019

© 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.
DocuSign Envelope ID: 20161D2A-EA1B-4BF0-B6A6-0F54DDB0B198
Water Quality Monitoring Plan

Scotland County Landfill Facility
Maxton, North Carolina

Prepared For:
Scotland County
Laurinburg, North Carolina

S+G Project No. SCOT-1

Pieter K. Scheer, P.E.
Vice President, Senior Engineer

Joan A. Smyth, P.G.
Vice President, Senior Hydrogeologist

March 2014
Revised: May 2019

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Scotland County Landfill Facility Water Quality Monitoring Plan
March 2014 (Revised: October 2014) Table of Contents Page ii

Scotland County Landfill Facility
Maxton, North Carolina

Water Quality Monitoring Plan

Table of Contents
Page

1.0 INTRODUCTION ......................................................................................................... 5
1.1 Regulatory Requirements ....................................................................................... 5
1.2 Guidance Documents .............................................................................................. 6
1.3 Contact Information ................................................................................................ 6
1.3.1 Owner .......................................................................................................... 7
1.3.2 Engineer ...................................................................................................... 7
1.3.3 North Carolina Department of Environment and Natural Resources ........ 7
1.4 Existing Site Conditions .......................................................................................... 8
1.4.1 Site Geology ................................................................................................ 8
1.4.2 Site Hydrogeology ....................................................................................... 9
1.5 Corrective Action ..................................................................................................... 9
2.0 MONITORING PROGRAM ......................................................................................... 11
2.1 Monitoring Frequency ............................................................................................11
2.2 Monitoring Network and Analytical Parameters ...................................................11
2.2.1 Existing Network ........................................................................................12
2.2.2 Modifications to Monitoring Network ........................................................12
2.2.3 Analytical Parameters ...............................................................................13
2.3 Groundwater Sample Collection ............................................................................14
2.3.1 Monitoring Conditions and Observations ...................................................14
2.3.2 Fuel Powered Equipment...........................................................................14
2.3.3 Equipment Decontamination .....................................................................14
2.3.4 Water Level Measurements .......................................................................15
2.3.4.1 Static Water Levels ......................................................................15
2.3.4.2 Contamination Prevention ...........................................................15
2.3.4.3 Equipment ....................................................................................16
2.3.5 Monitoring Well Evacuations .....................................................................16
2.3.5.1 Contamination Prevention ...........................................................16
2.3.5.2 Calculations .................................................................................16
2.3.5.3 Well Purging ................................................................................17
2.3.5.4 Purge Rate ...................................................................................19
2.3.5.5 Purge Water Disposal ..................................................................19
2.3.5.6 Non-Dedicated Equipment ..........................................................19
2.3.6 Sample Collection ......................................................................................20
2.3.6.1 Field Parameters .........................................................................20
2.3.6.2 Sample Equipment ......................................................................20
2.3.6.3 Sample Transference ..................................................................21
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2.3.6.4 Sample Collection Order .............................................................21
2.3.6.5 Decontamination ..........................................................................22
2.3.6.6 Sample Preservation ...................................................................22
2.3.6.7 Field Quality Assurance ...............................................................22
2.3.6.8 Sample Containers ......................................................................22
2.4 Surface Water Sample Collection ..........................................................................23
2.4.1 Monitoring Conditions and Observations ...................................................23
2.4.2 Sampling Station Modifications .................................................................23
2.4.3 Sample Collection ......................................................................................24
2.4.3.1 Collection Procedure ...................................................................24
2.4.3.2 Field Parameters .........................................................................24
2.4.3.3 Sample Collection Order .............................................................24
2.4.3.4 Decontamination ..........................................................................25
2.4.3.5 Sample Preservation ...................................................................25
2.4.3.6 Sample Containers ......................................................................25
3.0 FIELD QA/QC PROGRAM .......................................................................................... 27
3.1 Blank Samples .......................................................................................................27
3.1.1 Trip Blanks .................................................................................................27
3.1.2 Equipment Blanks ......................................................................................27
3.1.3 Field Blanks ...............................................................................................27
3.1.4 Blank Concentrations ................................................................................27
3.1.5 Field Instruments.......................................................................................28
4.0 SAMPLE PRESERVATION AND SHIPMENT .............................................................. 29
4.1 Sample Preservation .............................................................................................29
4.2 Storage/Transport Conditions ...............................................................................29
4.3 Sample Delivery .....................................................................................................29
4.4 Chain of Custody ....................................................................................................29
5.0 LABORATORY ANALYSIS.......................................................................................... 31
5.1 Laboratory Quality Assurance/Quality Control ......................................................31
5.2 Data Review ............................................................................................................31
6.0 RECORD KEEPING AND REPORTING ....................................................................... 33
6.1 Field Logbook .........................................................................................................33
6.2 Groundwater Flow Evaluation ................................................................................33
6.3 Reporting ...............................................................................................................34
7.0 MONITORING PROGRAM MODIFICATIONS .............................................................. 35
7.1 Plan Modifications and Updates ............................................................................35
7.2 Well Abandonment/Rehabilitation .........................................................................35
7.3 Additional Well Installations ..................................................................................35
7.4 Implementation Schedule ......................................................................................35

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TABLES
Table 1 Water Quality Monitoring Well Construction Details
Table 2 Water Quality Monitoring Analytical Parameters

FIGURE
Figure 1 Water Quality Monitoring Locations

APPENDIX
Appendix A Environmental Monitoring Report Form

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1.0 INTRODUCTION
This Water Quality Monitoring Plan (WQMP) was prepared by Smith Gardner, Inc. (S+G) to
describe the water quality monitoring program at the Scotland County Landfill Facility (NC Solid
Waste Permit 83-01), which is located near the intersection of Patterson Road and Old Maxton
Road near Maxton, North Carolina. This landfill facility includes a MSW transfer station, an
active unlined construction and demolition debris (C&D) landfill unit (Phase IV) and two closed
unlined municipal solid waste (MSW) landfill units separated by Old Maxton Road (Phase I to the
north of Old Maxton Road and Phases II and III to the south). The Phase IV C&D landfill unit,
which is a vertical expansion of the Phases II and III MSW unit, has a waste footprint of
approximately 21 acres.

This plan describes the necessary procedures to satisfy applicable regulatory requirements
(see Section 1.1) and guidance documents (see SSection 1.2) for groundwater and surface water
quality monitoring.

The methods and procedures described in the WQMP are intended to facilitate the collection of
true and representative samples and test data. Field procedures are presented in Section 2.0
in their general order of implementation. Equipment requirements for each field task are
presented within the applicable section. Quality assurance/quality control methods, sample
preservation and shipment, laboratory procedures, and record keeping requirements are
presented in Sections 3.0 through 6.0. Section 7.0 addresses monitoring plan modifications
and schedule.

Strict adherence to the procedures stipulated in this plan is required. Any variations from
these procedures should be thoroughly documented and may require approval of the
North Carolina Department of Environmental Quality (NCDEQ), Division of Waste
Management (DWM) prior to implementation.
1.1 Regulatory Requirements
This WQMP specifies the procedures and methods to satisfy North Carolina Solid Waste
Management Rules 15A NCAC 13B .0544 and .0545 (C&D Landfills), which include the
following requirements for detection and assessment monitoring:

x Represent the quality of the background groundwater that has not been affected
by leakage from the unit. (.0544 (b)(1)(A)

x Represent the quality of the groundwater passing the relevant point of
compliance as approved by the Division. (.0544 (b)(1)(B)

x The groundwater monitoring programs must include consistent sampling and
analysis procedures that are designed to ensure monitoring results that provide
an accurate representation of groundwater quality at the background and down-
gradient wells. (.0544 (b)(1)(C)
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x The monitoring programs must include sampling and analytical methods that are
appropriate for groundwater sampling and that accurately measure target
constituents and other monitoring parameters in groundwater samples. (.0544
(b)(1)(D)

x The sampling procedures and frequency must be protective of human health and
the environment. (.0544 (b)(1)(E)

x Surface water monitoring plan. Responsibility of sample collection and analysis
must be defined as a part of the monitoring plan. (.0544 (c)(2))
1.2 Guidance Documents
This plan was developed in general accordance with the following guidance documents
prepared by the North Carolina Department of Environment and Natural Resources (NC
DENR), Division of Waste Management (DWM):
1. NC DENR Guidance Document entitled “Groundwater, Surface Water, and Soil
Sampling for Landfills”, April 2008.
2. NC DENR Memo entitled "New Guidelines for Electronic Submittal of
Environmental Monitoring Data", October 27, 2006.

3. NC DENR Memo entitled “Addendum to October 27, 2006, North Carolina Solid
Waste Section Memorandum Regarding New Guidelines for Electronic Submittal
of Environmental Data”, February 23, 2007.

4. NC DENR Memo entitled “Environmental Monitoring Data for North Carolina
Solid Waste Management Facilities”, October 16, 2007.

5. NC DENR Memo entitled “Tetrahydrofuran Analysis at Construction and
Demolition Landfills”, June 25, 2010.

6. NCDEQ Memo entitled “1,4 Dioxane Analysis, Solid Waste Section Limits and
Laboratory Analytical Methods”, May 2018.

7. NCDEQ Memo entitled “Permanent and Temporary Groundwater and Landfill
Gas Monitoring Wells, Piezometer and Probes”, March 2017.

8. NDEQ Memo entitled “14 Day GWPS Exceedance Memo”, September 2016.

1.3 Contact Information
All correspondence and questions concerning this plan should be directed to the
appropriate contact below:

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1.3.1 Owner
Scotland County Landfill
10681 Patterson Road
Maxton, NC 28354
Phone: [phone]
Fax: [phone]
Contact: Bryant Higgins - Public Works Director
[e-mail]
1.3.2 Engineer
Smith Gardner, Inc.
14 N. Boylan Avenue
Raleigh, North Carolina 27603
Phone: [phone]

Contacts: Joan A. Smyth, P.G., Senior Hydrogeologist
[e-mail]
Pieter K. Scheer, P.E., Project Manager
[e-mail]

1.3.3 North Carolina Department of Environmental Quality (formerly DENR)
Division of Waste Management (DWM) - Solid Waste Section:
North Carolina DEQ - Raleigh Central Office
217 W. Jones Street
Raleigh, NC 27603
1646 Mail Service Center
Raleigh, NC 27699-1646
Phone: [phone]

Contact: Perry Sugg - Hydrogeologist
[e-mail]

North Carolina DEQ - Fayetteville Regional Office
225 Green Street, Suite 714
Fayetteville, NC 28301
Phone: [phone]

Contact: Amanda Freeman - Environmental Specialist
[e-mail]

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1.4 Existing Site Conditions
The facility is located on approximately 142 acres owned by Scotland County situated
approximately 5 miles southeast of Laurinburg, NC and two miles west of Maxton, NC.
The site lies immediately east of the intersection of Patterson Road, State Route (SR)
1611 and Old Maxton Road (SR 1612). The eastern perimeter of the site abuts Shoe Heel
Creek Swamp which isolates the site from the Town of Maxton to the east. Old Maxton
Road bisects the property dividing the landfill site into two tracts and two distinct
disposal areas (Phase I to the north of Old Maxton Road and Phases II and III to the south
of Old Maxton Road). The surrounding area is mixed undeveloped, agricultural and rural
residential.

Ground surface elevations range from approximately El. 160 feet above mean sea level
(amsl) along Shoe Heel Creek Swamp east of the site to El. 225 feet amsl at the top of
the active C&D over closed MSW landfill unit. The facility location and existing site
conditions are shown on Figure 1
1.4.1 Site Geology
Historical literature and available geologic maps indicate the Scotland County
landfill is situated within the western edge of the Upper Coastal Plain
Physiographic Province.

Scotland County is underlain by an assemblage of clastic sedimentary deposits of
Late Cretaceous to Holocene age. This area is underlain by metamorphic rocks
of the eastern Piedmont which exhibit a northeast strike and locally dip gently
eastward as a result of regional metamorphism and folding. The geologic
formation underlying the site has been classified as either the Middendorf
Formation or the Black Creek Formation.

The Black Creek Formation is described as layers and lenses of dark shale and
loose fine to medium grained sand. The shale is typically fissile with partings
along thin discontinuous laminae of fine sand. Locally, the shale is massive and
exhibits choncoidal fracture and the sands are typically cross-bedded and vary
from laminated to thick bedded. Lignite is very common in the Black Creek
Formation. This formation also contains beds of indurated, fossiliferous
glauconitic sandstone. This formation is believed to be associated with a deltaic
depositional environment.

The 1985 Geologic Map of North Carolina assigns the site to an area underlain by
the Middendorf Formation. According to Geology of the Carolinas, the Middendorf
Formation can be deeply weathered which has caused considerable difficulty in
identification. For this reason the areal extent of the Middendorf Formation in
the upper Coastal Plain, especially in North Carolina, is very poorly known. In
North Carolina the Middendorf is described as interbedded sands and clays with
laterally discontinuous beds and common cross-bedding. Sandstone is the
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dominant lithology of the Middendorf Formation with the basal portion of the
sandstone being conglomeritic with quartz and white kaolin clay clasts. These
are believed to have been deposited in a fluvial upper delta plain environment.

The Geologic Map of North Carolina indicates this site lies on the Black Creek
Formation. According to The Geology of the Carolinas, the Black Creek
Formation is actually the Bladen Formation which is a portion of the Black Creek
Group. This Formation is characterized by intercalations of black clay and light
colored, micaceous sand. This formation was deposited in a delta-shelf system.
The sand minerals in this formation indicate derivation from a source composed
of a metamorphic crystalline bedrock. The Bladen Formation dips gently to the
east and is underlain by the Tar Heel Formation which is characterized as
intercalated beds of oxidized, red to brown, cross-bedded sands and variegated
clays with minor amounts of gravel.

No unusual geologic features or conditions were identified during prior site
studies.
1.4.2 Site Hydrogeology
The primary aquifer at the site is generally unconfined, surficial, unconsolidated
sands, silts and clays. Groundwater depths range from surface in lowland areas
along Shoe Heel Creek Swamp to up to 25 feet below ground surface (bgs) in
upland areas. Groundwater flow is toward Shoe Heel Creek Swamp located
along the eastern property boundary.
1.5 Corrective Action
Scotland County is currently operating under a Corrective Action Plan (CAP)
approved February 3, 2009, that prescribed Monitored Natural Attenuation (MNA)
with enhanced bioremediation for the remedial strategy. MNA sampling has
been conducted semi-annually since October 2008.

On August 25, 2009, Richardson Smith Gardner and Associates (RSG), currently
S+G, conducted the initial ORC Advanced® (oxygen release compound) injection
into six geoprobes installed slightly up-gradient of MW-4. The injection
procedure was conducted per the manufacturer’s instructions introducing
approximately 120 pounds of ORC Advanced® per injection point. The intent was
to increase the aerobic activity near MW-4 and reduce the overall chlorinated
solvent concentration. The injection event summary report was submitted to the
North Carolina Department of Environment and Natural Resources (NCDENR).
Additionally, two additional monitoring points, MW-12 and MW-13, were installed
by hollow stem auger (HSA) on August 25, 2009 to function as sentinel wells.

On March 26, 2012 RSG submitted a Revised Corrective Action Update letter to
Brian Wootton at NCDENR Division of Waste Management (DWM) discussing
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historic MNA results and potential future actions. Adjustments to the MNA
parameters were implemented starting with the spring 2012 sampling event
based on verbal approval from the DWM, including reduced sampling
parameters, frequency and locations. Additional monitoring locations were also
recommended as part of the update. Two drive point locations were installed in
the swamp adjacent to Shoe Heel Creek, approximately 200 feet from MW-13 and
approximately 400 feet from MW-12. Diffusion bags were installed May 15, 2013
and retrieved June 4, 2013. Lab analysis results indicated no detections above
the Solid Waste Section Limit (SWSL) or the 15A NCAC 2L 0200 groundwater
standard (2L Standard).

A second CAER1 was completed in October 2017. This document reduced the
constituents of concern list to: 1,1 dichloroethane, 1,4 dichlorobenzene, benzene,
dieldrin, and vinyl chloride. This document also proposed a revised monitoring
schedule which was approved by the NCDEQ in August 2018.

1 Corrective Action Evaluation Report, October 2017 (FID # 804606)
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2.0 MONITORING PROGRAM
This section of the Water Quality Monitoring Plan addresses each aspect of the monitoring
program including monitoring frequency, monitoring network and analytical parameters, and
sample collection procedures. As stated previously, this site is currently in Corrective Action in
a Monitored Natural Attenuation program. The monitoring program below has been previously
approved in accordance with the approved Corrective Action Plan (CAP)2 approval and
subsequent CAP review and update3.
2.1 Monitoring Frequency
At a minimum, the County will perform water quality monitoring on a semi-annual basis
through the operational life and required post-closure period for the landfill.
2.2 Monitoring Network and Analytical Parameters
Existing and proposed monitoring locations are presented below. Monitoring locations
are shown on Figure 1.

Scotland County Landfill Monitoring Network

Monitoring
Location1 Relative Location
MW-1 Upgradient (Background)
MW-2 Crossgradient of Phases II - IV
MW-3 Downgradient of Phases II - IV
MW-4 Upgradient of Phases II - IV
MW-5 Crossgradient of Phases II & IV
MW-6 Downgradient of Phases II - IV
MW-7 Downgradient of Phase I
MW-8 Upgradient of Phase I
MW-9 Downgradient of Phases II- IV
MW-11 Sentinel Downgradient of Phase I
MW-12 Sentinel Downgradient of Phases II - IV
MW-13 Sentinel Downgradient of Phases II - IV

2 Corrective Action Plan, Scotland County Landfill, by Richardson Smith Gardner & Associates, Inc. (Approved
February 2009).
3 Letter from Joan Smyth of RSG to Brian Wootton of NCDENR dated March 26, 2012.
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Monitoring
Location1 Relative Location
SW-1 Upstream on Shoe Heel Creek Swamp
SW-2 Downstream on Shoe Heel Creek Swamp
Notes:
1. MW = Monitoring Well; SW = Surface Water

Refer to TTable 1 for monitoring well construction details and groundwater flow
information. Table 2 presents the Appendix I and C&D parameter list. The analytical
parameters and monitoring schedule for the Scotland County Landfill are presented in
Section 2.2.3.
2.2.1 Existing Network
The monitoring network includes 12 monitoring wells and 2 surface water
locations. It should be noted that one monitoring well (MW-10) and two well
points (DP-1 and DP-2) exist on-site but are not included in the monitoring
network. Monitoring well MW-10 is located upgradient of the landfill and
therefore not monitored. DP-1 and DP-2 were installed in the swamp area for
further water characterization in 2013. Analysis of water quality from these
locations indicated no impact4 from the landfill and these locations are not
included in the monitoring network.

In accordance with the Corrective Action Plan (CAP), the site has been
conducting MNA monitoring since 2008. In 2012, due to constituent of concern
reductions and improving site conditions, the MNA parameter list was reduced
and frequency of Assessment Monitoring was decreased. Monitoring locations
are shown on Figure 1.
2.2.2 Modifications to Monitoring Network
On March 26, 2012 S+G submitted a Revised Corrective Action Update5 that
modified the sampling parameters and schedule established in the 2008 CAP.
These revisions were verbally approved by the DWM and have been incorporated
into the semi-annual monitoring at the site. This monitoring plan is based on
these approved modifications. No additional network modifications are proposed
at this time. As remediation continues, monitoring adjustments may be
necessary to maintain reasonable oversight based on existing site conditions.
Any revisions to the monitoring plan will be submitted to the DWM for approval.

4 Letter from Joan Smyth of S+G to Brian Wootton of NCDENR dated July 8, 2013.
5 Revised Corrective Action Update, March 26, 2012, Richardson Smith Gardner and Associates, Inc.
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2.2.3 Analytical Parameters
Groundwater and surface water samples will be analyzed for detection or
assessment monitoring parameters as indicated below. Additionally, certain
wells are monitored for MNA parameters in accordance with the following
schedule.

Well Detection+
Monitoring
Assessment
Monitoring DO ORP Sulfide Iron Chloride Nitrate TOC COD
MW-1* semi NM semi semi semi semi semi semi semi 3
MW-2 NM 3 3 3 NM NM NM NM NM NM
MW-3 semi annual semi semi NM NM NM NM NM NM
MW-4 semi annual semi semi
A-
spring
A-
spring A-spring
A-
spring
A-
spring 3
MW-5 semi NM semi semi NM NM NM NM NM NM
MW-6 semi annual semi semi semi semi semi semi semi 3
MW-7 semi annual semi semi semi semi semi semi semi 3
MW-8 semi NM semi semi NM NM NM NM NM NM
MW-9 semi annual semi semi semi semi semi semi semi NM
MW-11 NM A-spring
A-
spring
A-
spring NM NM NM NM NM NM
MW-12 semi annual semi semi semi semi semi semi semi 3
MW-13 semi annual semi semi semi semi semi semi semi 3
Well Dissolved
MMethane VFA CO2 Hydrogen BOD ethane/
eethene
MW-1* 3 3 3 3 3 3
MW-2 NM NM NM NM NM NM
MW-3 NM NM NM NM NM NM
MW-4 3 3 3 3 3 3
MW-5 NM NM NM NM NM NM
MW-6 3 3 3 3 3 3
MW-7 3 3 3 3 3 3
MW-8 NM NM NM NM NM NM
MW-9 NM NM NM NM NM NM
MW-11 NM NM NM NM NM NM
MW-12 3 3 3 3 3 3
MW-13 3 3 3 3 3 3
Notes:
NM = Not Monitored
Semi = Monitored Semi-Annually
A-Spring = Monitored Annually in the Spring Event
3 = Monitored Every Third Year (2020, 2023, 2026, etc.)
Detection Monitoring = Appendix I paramters + 1,4 dioxane, + any detected Appendix II
parameters
Assessment Monitoring = Appendix II list.
Field parameters of Temperature, pH, Conductivity are also monitored semi-annually.
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2.3 Groundwater Sample Collection
This section presents details of the procedures and equipment required to perform
groundwater field measurements and sampling from monitoring wells during each
monitoring event. Where possible, sampling will proceed from the upgradient
(background) wells to downgradient (compliance) wells or, when data is available,
from least to most contaminated.
2.3.1 Monitoring Conditions and Observations
The following measurements will be recorded in a dedicated field logbook prior
to sample collection:

x Depth to static water level and well bottom (to the nearest 0.01 foot);
x Water column height in the riser (based on measured well depth);
x Condition of monitoring well (well locks, steel casing, concrete pad, etc.);
and
x Monitoring location conditions, including access and surroundings.

Report to the Landfill Manager any observed maintenance or access issues
observed.

Documentation of all field activities will be in accordance with SSection 6.1.
2.3.2 Fuel Powered Equipment
Fuel-powered equipment, such as generators or compressors for pumps, must
be situated away and downwind from sampling activities. If field conditions
prevent such placement, then the fuel source must be placed as far away as
possible from the sampling activities. Sampling conditions must be described in
detail in the field notes.

If fuel must be handled, it should be done the day before sampling. Effort should
be made to avoid handling fuels on the day of sampling. If fuels must be
dispensed during sampling activities, dispense fuel downwind and well away
from any sampling locations. Wear gloves while working with fuel and dispose of
the gloves away from sampling activities. Wash hands thoroughly after handling
any fuels.
2.3.3 Equipment Decontamination
Non-dedicated equipment that may come in contact with the well casing and
water will be decontaminated between wells. The procedure for
decontaminating non-dedicated equipment is as follows:
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1. Don new powder-free gloves.

2. Clean item with tap water and phosphate-free laboratory detergent
(Liqui-Nox or equivalent) using a brush if necessary to remove particulate
matter and surface films.

3. Rinse thoroughly with pesticide grade isopropanol and allow to air dry.

4. Rinse with organic-free water (Milli-Q water or other ultra-pure water)
and allow to air dry.

5. Wrap with commercial-grade aluminum foil, if necessary, to prevent
equipment contamination during storage or transport.

Liqui-Nox detergent solutions should be stored in a clearly marked High-Density
Polyethylene (HDPE) or Polypropylene (PP) container. Containers for pesticide-
grade isopropanol will be made of inert materials such as Teflon, stainless steel,
or glass.

Using dedicated sampling equipment or new disposable Teflon bailers at each
well should minimize the need for decontamination in the field. Unclean
equipment will be segregated from clean equipment during field activities. Clean
equipment will remain in the manufacturer's packaging until use, or will be
wrapped in commercial-grade aluminum foil or untreated butcher paper.
2.3.4 Water Level Measurements
2.3.4.1 Static Water Levels
Static water level and depth to the well bottom will be measured in each
well prior to purging or sampling activities. Static water level and well
depth measurements are necessary to calculate the static water volume
in the well prior to purging. Additionally, these measurements provide a
field check on well integrity, degree of siltation, and are used to prepare
potentiometric maps, calculate aquifer flow velocities, and monitor
changes in site hydrogeologic conditions.

Groundwater depths will be measured to a vertical accuracy of 0.01 feet
relative to established wellhead elevations. Each well will have a
permanent, easily identified reference point, established by a Registered
Land Surveyor on the well riser lip from where measurements will be
gauged.
2.3.4.2 Contamination Prevention
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New, powder-free, surgical gloves will be donned for each sampling
location. Appropriate measures will be implemented during
measurement activities to minimize the potential for soils,
decontamination supplies, precipitation, and other potential contaminants
from entering the well or contacting clean equipment.
2.3.4.3 Equipment
An electronic water level indicator, constructed of inert materials, such
as stainless steel and Teflon, will be used to measure depth to
groundwater in each well and/or piezometer. Between each well, the
device will be thoroughly decontaminated by washing with non-
phosphate (Liqui-Nox) soap and rinsing with organic-free water to
prevent cross contamination from one well to another.
2.3.5 Monitoring Well Evacuations
Water accumulated in each well may be stagnant and unrepresentative of
surrounding aquifer conditions. Therefore, this water must be removed to insure
that fresh formation water is sampled. Following static water level
measurement the standing water in the well casing will be purged. Monitoring
well evacuation should be performed in up-gradient wells first systematically
moving to down-gradient well locations.
2.3.5.1 Contamination Prevention
New, powder-free, surgical gloves will be donned for well purging and
sampling activities and whenever handling decontaminated field
equipment. Appropriate procedures during measurement, purging, and
sampling activities will be used to minimize the potential for surface soils,
decontaminated supplies, precipitation, and/or other potential
contaminants from entering the well or contacting cleaned equipment.
2.3.5.2 Calculations
The standing water volume in the well riser and screen will be calculated
immediately before well evacuation during each monitoring event if
standard purging techniques are utilized. A standing water volume will
be calculated for each well using measured static water level, well depth,
and well casing diameter according to the following equation:

V= (TD-SWL)C

where: V = one well volume (gallons)
TD = total well depth (feet)
SWL = static water level (feet)
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C = volume constant for given well diameter
(gallons/ft)
C = 0.163 gallons/ft for two-inch wells
C = 0.653 gallons/ft for four-inch wells

2.3.5.3 Well Purging
Equipment
Several options for well purging may be used at this site including:

x Disposable Bailers;
x Low Flow Pumps; and
x Grundfos Redi-Flo Pumps.

At this time, bailers are used for sampling, however, pump options may
be considered in the future; therefore they are included here.

Disposable Bailers: Where bailers are used, new, disposable bailers
with either double or bottom check-valves will be used to purge each
well. Disposable purge bailers will be constructed of fluorocarbon resin
(Teflon) or inert plastic suitable for the well and ground conditions. Each
bailer will be factory-cleaned and remain sealed in a plastic sleeve until
use. A new Teflon-coated stainless steel, inert mono-filament line or
nylon cord will be used for each well to retrieve the bailers. Where
bailers are used, a minimum of three well volumes will be purged unless
the well runs dry.

Low Flow Pumps: Monitoring wells may be purged and sampled using
the low-flow sampling method in accordance with DWM guidance
(”Groundwater, Surface Water, and Soil Sampling for Landfills”
(NCDENR, 2008) (See SSection 1.2)).

Grundfos Redi-Flo Pumps: Where Redi-Flo pumps are used, the same
low flow techniques for sampling will be used. See above for a
purging/sampling technique summary.

Technique
Depth-to-water measurements will be obtained using an electronic water
level indicator capable of recording the depth to an accuracy of 0.01 foot
(see Section 2.3.4). A determination of whether or not the water table is
located within the screened interval of the well will be made. If the water
table is not within the screened interval, the amount of drawdown that
can be achieved before the screen is intersected will be calculated. If the
water table is within the screened interval, total drawdown should not
exceed 1 foot to minimize the aeration and turbidity. If the water table is
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above the screened interval, the drawdown amount should be minimized
to keep the screen from being exposed.

If the purging equipment is non-dedicated, the equipment will be lowered
into the well, taking care to minimize the water column disturbance. If
conditions (i.e., water column height and well yield) allow, the pump will
be placed in the uppermost portion of the water column (minimum of 18
inches of pump submergence is recommended).

The minimum volume/time period for obtaining independent Water
Quality Parameter Measurements (WQPM) will be determined based on
the stabilized flow rate and the volume in the pump and the discharge
tubing. The bladder pump volume should be obtained from the
manufacturer. Alternately, if a continuous read flow-cell is used, it can
indicate when WQPM should be obtained, as long as the purged volume is
equal to or greater than the calculated volume. Discharge tubing
volumes are as follows:

3/8-inch inside diameter tubing: 20 milliliters per foot
1/4-inch inside diameter tubing: 10 milliliters per foot
3/16-inch inside diameter tubing: 5 milliliters per foot

Begin the well purge following calculations to determine the volume of
the flow-cell or the pump and the discharge tubing. The flow rate should
be based on historical data for each individual well (if available) and
should not exceed 500 milliliters per minute. The initial round of WQPM
should be recorded and the flow rate adjusted until drawdown in the well
stabilizes. Water levels should be measured periodically to maintain a
stabilized water level. The water level should not fall within one foot of
the top of the well screen. If the purge rate has been reduced to 100
milliliters or less and the head level in the well continues to decline, the
required water samples should be collected following WQPM
stabilization, based on the criteria presented below.

If neither the head level nor the WQPM stabilize, a passive sample should
be collected. Passive sampling is defined as sampling before WQMP have
stabilized if the well yield is low enough that the well will purge dry at the
lowest possible purge rate (generally 100 milliliters per minute or less).

WQPM stabilization is defined as: pH (+/- 0.2 S.U.), conductance (+/- 5%
of reading), temperature (+/- 10% of reading or 0.2oC), and dissolved
oxygen (DO) [+/- 20% of reading or 0.2 mg/L (whichever is greater)].
Oxidation reduction potential (ORP) will be measured and ideally should
also fall within +/- 10mV of reading; however, this is not a required
parameter. At a minimum, turbidity measurements should also be
recorded at the beginning of purging, following WQPM stabilization, and
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following sample collection. The optimal turbidity range for micropurging
is 25 Nephelometric Turbidity Units (NTU) or less. Turbidity
measurements above 25 NTU are generally indicative of an excessive
purge rate or natural conditions related to excessive fines in the aquifer
matrix.

WQPM stabilization should occur in most wells within five to six rounds of
measurements. If stabilization does not occur following the removal of a
purge volume equal to three well volumes, a passive sample will be
collected.

The direct-reading equipment used at each well will be calibrated in the
field according to the manufacturer’s specifications prior to each day’s
use and checked, at a minimum, at the end of each sampling day.
Calibration information should be documented in the instrument’s
calibration logbook and field logbook/notes.

Each well is to be sampled immediately following WQPM stabilization.
The sampling flow rate must be maintained at a rate less than or equal to
the purging rate. For volatile organic compounds, lower sampling rates
(100 - 200 milliliters/minute) should be used. Final field parameter
readings should be recorded prior to and after sampling.
2.3.5.4 Purge Rate
Wells will be purged at a rate that will not cause recharge water to be
excessively agitated or cascade through the screen. The sampler will
institute care to minimize disturbance to the well sidewalls and bottom
that could result in the silt and fine particulate matter becoming
suspended. The purged water volume from each well and the relative
recharge rate will be documented in sampling field notes/book. Wells
which have very low recharge rates will be purged once until dry.
Damaged, dry, or low yielding and high turbidity wells will be documented
for reconsideration before the next sampling event.
2.3.5.5 Purge Water Disposal
Purge water will be managed to prevent possible soil and surface water
contamination. Well site management options may include temporary
containment and disposal as leachate or portable activated carbon
filtration if warranted by field characteristics.
2.3.5.6 Non-Dedicated Equipment
Durable, non-dedicated equipment lowered into the well or that may
come in contact with the water samples, will be disassembled to the
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degree practical and decontaminated before each use. Equipment
decontamination procedures are described in Section 2.3.3.
2.3.6 Sample Collection
After purging, groundwater samples will be collected for laboratory analysis. As
much as practical, samples should be collected from least contaminated
location(s) first, followed by locations of increasing contamination across the
site. Prior to sample collection, sample labels should be properly filled-out with
permanent ink (such as Sharpie Pen). At a minimum, the label should identify
the sample with the following information:

x Site Name;
x Sample Location or Well Number;
x Date and Time of Collection;
x Analysis Required;
x Sampler's Initials;
x Preservative Used (if any); and
x Other Pertinent Information, as Necessary.

Completed sample labels should be affixed to the sample bottle prior to
sampling.

Sampling will occur within 24-hours of well purging and as soon after well
recovery as possible. Wells which fail to recharge or produce an adequate
sample volume within 24 hours of purging will not be sampled.
2.3.6.1 Field Parameters
Field measurements to determine temperature, pH, and specific
conductivity will be recorded immediately prior to sampling each
monitoring location. Turbidity measurements may be collected for
metals evaluation. The field test specimens will be collected with the
sampling bailer and placed in a clean, non-conductive glass or plastic
container for observation. Temperature, pH, conductivity, and turbidity
meter calibration will be performed according to the manufacturers'
specifications and consistent with Test Methods for Evaluating Solid
Waste -Physical/Chemical Methods (SW-846). A pocket thermometer and
litmus paper will be available in case of meter malfunction.
2.3.6.2 Sample Equipment
Several options for sample collection are available for this site including:

x Disposable Bailers;
x Low Flow Pumps; and
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x Grundfos Redi-Flo Pumps.

These are each discussed in greater detail below.

Disposable Bailers: Where bailers are used, each well will be sampled
using a new, factory-cleaned, disposable Teflon bailer with bottom check-
valve and sample discharge mechanism. A new segment of Teflon-
coated stainless steel wire, inert mono-filament line or nylon cord will be
used to lower and retrieve each bailer. The bailer will be lowered into
each well to the point of groundwater contact and then allowed to fill as it
sinks below the water table. Bottom contact will be avoided to prevent
suspending sediment in the samples. The bailer will be retrieved and
emptied in a manner which minimizes sample agitation.

Low Flow Pumps: Following purging with the low flow pump systems,
samples may be collected immediately from the pumping system.
Samples are to be collected in the order outlined in Section 2.3.6.4.

Grundfos Redi-Flo Pumps: Following purging of three well volumes,
samples may be collected from the Redi-Flo pumps. Samples will be
collected in the order outlined in Section 2.3.6.4.
2.3.6.3 Sample Transference
Samples will be transferred directly from the disposable bailer or pump
discharge tubing into a sample container that has been specifically
prepared for the preservation and storage of compatible parameters. A
bottom emptying device provided will be used to transfer samples from
bailer to sample container. The generation air bubbles and sample
agitation will be minimized during bailer discharge.
2.3.6.4 Sample Collection Order
Groundwater samples will be collected in the order of volatilization
sensitivity. When collected, the following sampling order will be
observed:

x Volatile Organics and Volatile Inorganics;
x Extractable Organics, Petroleum Hydrocarbons, Aggregate
Organics, and Oil and Grease;
x Total Metals;
x Inorganic Nonmetallics, Physical and Aggregate Properties, and
Biologicals;
x Microbiological; and
x Other Parameters (as applicable).

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Note: If the pump used to collect groundwater samples is not suitable to
collect volatile or extractable organics then collect other parameters and
withdraw the pump and tubing, then collect the volatile and extractable
organics.

Samples will be collected and analyzed in an uunfiltered state. Dissolved
metal analysis samples, if subsequently required, will be prepared by
field filtration using a decontaminated peristaltic pump and a disposable
0.45 micron filter cartridge specifically manufactured for this purpose.
2.3.6.5 Decontamination
Reusable sampling equipment including water level probes, water quality
meters, interface probes, and filtering pumps which might contact aquifer
water or samples will be thoroughly decontaminated between wells by
washing with non-phosphate soapy, organic free water (Milli-Q or
equivalent) and rinsing with isopropanol and organic-free water.
Equipment decontamination procedures are detailed in Section 2.3.2.
2.3.6.6 Sample Preservation
Following sampling at each location, the sample bottles will be placed in
a cooler with ice for preservation.
2.3.6.7 Field Quality Assurance
Blank samples will be prepared, handled, and analyzed as groundwater
samples to ensure cross-contamination has not occurred. One set of trip
blanks, as described in Section 3.1.1, will be prepared before leaving the
laboratory to ensure that the sample containers or handling processes
have not affected the sample quality. One set of equipment blanks will be
created in the field at the time of sampling to ensure that the field
conditions, equipment, and handling during sampling collection have not
affected the sample quality. Equipment blanks are discussed in Section
3.1.2. A duplicate groundwater sample may be collected from a single
well as a laboratory accuracy check. Blanks and duplicate containers,
preservatives, handling, and transport procedures for surface water
samples will be identical to those described for groundwater samples.
2.3.6.8 Sample Containers
Sample containers will be provided by the laboratory for each sampling
event. Containers must be either new, factory-certified analytically clean
by the manufacturer, or cleaned by the laboratory prior to shipment for
sampling. Laboratory cleaning methods will be based on the bottle type
and analyte of interest. Metal containers are thoroughly washed with
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non-phosphate detergent and tap water and rinsed with (1:1) nitric acid,
tap water, (1:1) hydrochloric acid, tap water, and non-organic water, in
that order. Organic sample containers are thoroughly washed with non-
phosphate detergent in hot water and rinsed with tap water, distilled
water, acetone, and pesticide quality hexane, in that order. Other sample
containers are thoroughly washed with non-phosphate detergent and tap
water, and rinsed with tap water and non-organic water. The laboratory
will provide proper preservatives in the sample containers prior to
shipment (see Section 4.0).
2.4 Surface Water Sample Collection
This section presents the procedures and equipment required to perform surface water
field measurements and sampling from springs, streams, and ponds during each
monitoring event.
2.4.1 Monitoring Conditions and Observations
Surface water quality analyses are particularly sensitive to site hydrologic
conditions and recent precipitation events. Water levels may fluctuate
significantly in comparison the groundwater table and may result in either
diluting or increasing contaminant loadings. Sampling event scheduling and the
interpreted surface water data should account for recent weather and sampling
station conditions.

Surface water level and sampling station conditions should be recorded during
each sampling event. Surface water observations will include the flood stage in
streams, seasonal base flow conditions and confirm location and timing for
meaningful surface water quality sampling. The following objective observations
will be recorded in a dedicated field logbook prior to sample collection:

x Relative stream water level;
x Surface water clarity; and
x Monitoring location conditions, including access and
surroundings.

Report to the Landfill Manager any observed maintenance or access issues
observed.
2.4.2 Sampling Station Modifications
Modifications to surface water sampling station conditions may be required prior
to each sampling event. These modifications may include surface and submerged
debris removal, slightly deepening the station to allow sample container
immersion, or channeling/piping to consolidate local discharge. When
modifications are necessary, sufficient time will be allowed for settlement of
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suspended solids between the disturbance and sample collection. A minimum
four hour settling period will be observed.
2.4.3 Sample Collection
2.4.3.1 Collection Procedure
Surface water samples will be obtained from locations with minimal
turbulence and aeration. For stream sampling locations, samples will be
collected if flowing water is observed during the sampling event. For
pond sampling locations, water flow is not necessary. New, powder-free,
surgical gloves will be donned prior to sample collection. The following
procedure will be followed when conducting surface water sampling:

1. Put on new, powder-free, surgical gloves.
2. Hold the bottle by the bottom with one hand and remove the cap
with the other.
3. Push the sample container slowly into the water with the mouth
tilted up toward the current to fill. A water depth of six inches is
generally satisfactory. Breaching the surface or losing sample
preservatives while filling the container will be avoided.
4. If there is little current movement, the container should be moved
slowly, in a lateral, side to side direction, with the container mouth
pointing upstream.
2.4.3.2 Field Parameters
Temperature, pH, specific conductivity, and turbidity will be measured
prior to sampling to assess field conditions and check the water sample
stability over time. Temperature, pH, specific conductivity, and turbidity
measurements will be recorded for surface water samples.
Temperature, pH, conductivity and turbidity meters will be calibrated at
the beginning of each sampling event, according to the manufacturers'
specifications and consistent with Test Methods for Evaluating Solid
Waste - Physical/Chemical Methods (SW-846).
2.4.3.3 Sample Collection Order
Surface water samples will be collected in the order of parameter
volatilization sensitivity. The following order will be observed:

x Volatile Organics and Volatile Inorganics;
x Extractable Organics, Petroleum Hydrocarbons, Aggregate
Organics, and Oil and Grease;
x Total Metals;
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x Inorganic Nonmetallics, Physical and Aggregate Properties, and
Biologicals;
x Microbiological; and
x Other Parameters (as applicable).

Samples will be collected and analyzed in an uunfiltered state. Dissolved
metal analysis samples, if subsequently required, will be prepared by
field filtration using a decontaminated peristaltic pump and a disposable
0.45 micron filter cartridge specifically manufactured for this purpose.

Additional blanks and duplicate samples will not be collected with the
surface water samples.
2.4.3.4 Decontamination
Field meters which might contact surface water samples will be
decontaminated between stations Equipment decontamination
procedures are detailed in Section 2.3.3.
2.4.3.5 Sample Preservation
Following sampling at each location, the sample bottles will be placed in
a cooler with ice for preservation.
2.4.3.6 Sample Containers
Sample containers will be provided by the laboratory for each surface
water sampling event. Each container's preparation and preservatives
will be the same as those utilized for groundwater sampling and
addressed previously in Section 2.3.6.8.

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3.0 FIELD QA/QC PROGRAM
Field Quality Assurance/Quality Control (QA/QC) requires the routine collection and
analysis of blanks to verify that the handling process has not affected the sample quality.
Contaminants found in the trip blanks could be attributed to:

1. Interaction between the sample and the container;
2. Contaminated source water; or
3. A handling procedure that alters the sample.
3.1 Blank Samples
3.1.1 Trip Blanks
The laboratory will prepare a trip blank by filling each sample bottle type with
laboratory grade distilled or deionized water. Trip blanks will use the specific
bottle type required for the analyzed parameters from a bottle pack specifically
assembled by the laboratory for each sampling event. Trip blanks are assembled
in the laboratory, transported with the empty bottle packs, remain in the coolers
throughout sampling, and are transported back to the laboratory for analysis.
Trip blanks will only be analyzed for volatile and purgeable organics.
3.1.2 Equipment Blanks
Where wells are sampled with non-dedicated equipment, equipment blank
samples will be collected at a rate of one sample per day. To collect an
equipment blank, pour non-organic (Milli-Q or equivalent) water into a bailer and,
handling the bailer in a manner identical to well sampling, transfer the water into
the specified “blank” sample collection jars specified. Equipment blank samples
are packed and sent to the laboratory with the other samples.
3.1.3 Field Blanks
As deemed necessary, field blanks will be collected. The laboratory will provide
designated bottles with laboratory grade distilled or deionized water. The water
will be poured from one laboratory provided container to an empty laboratory
provided container for the specified analysis. This activity must be performed at
the sampling location. Field blank samples will be packed in the cooler and sent
to the laboratory with the other samples.
3.1.4 Blank Concentrations
The contaminant concentration levels found in the blanks will be reported but
will not be used to correct groundwater data. In the event that elevated
parameter concentrations are found in a blank, the analysis will be flagged for
future evaluation and possible re-sampling.
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3.1.5 Field Instruments
Field instruments utilized to measure groundwater characteristics will be
calibrated prior to entering the field and recalibrated in the field as required to
insure accurate measurements for each sample. The specific conductivity and
pH meter will be recalibrated utilizing two prepared solutions of known pH
concentrations in the anticipated value range (between 4 and 10). A permanent
thermometer, calibrated against a National Bureau of Standards Certified
thermometer, will be used for temperature meter calibration. Other field
equipment should be calibrated at least daily using the manufacturer's
recommended specifications.

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4.0 SAMPLE PRESERVATION AND SHIPMENT
Sample preservation methods, shipment, and Chain-of-Custody procedures observed between
sampling and laboratory analysis are presented in this section.
4.1 Sample Preservation
Pre-measured chemical preservatives will be provided by the analytical laboratory.
Hydrochloric acid will be used as a chemical stabilizer and preservative for volatile and
purgeable organic specimens. Nitric acid will be used as the preservative for analysis of
inorganic metals constituents.
4.2 Storage/Transport Conditions
Proper storage and transport conditions must be maintained to preserve sample
integrity between collection and analysis. Ice and chemical cold packs will be used to
cool and preserve samples, as directed by the analytical laboratory. Samples will be
maintained at a maximum temperature of 4o C. DDry ice is not to be used. Samples will
be packed and/or wrapped in plastic bubble wrap to inhibit breakage or accidental spills.

Chain-of-Custody control documents will be placed in a waterproof pouch and sealed
inside the cooler with the samples for shipping. Tape and/or custody seals will be
placed on the outside of the shipping coolers, in a manner to prevent and detect
tampering with the samples.
4.3 Sample Delivery
Samples will be delivered to the analytical laboratory within a reasonable time period in
person or using an overnight delivery service to insure holding time compliance. If
samples are not shipped the same day, the ice used to keep the samples cool will be
replenished to maintain the required maximum 4o C temperature. Sample shipment and
delivery will be coordinated with the laboratory. Do NOT store or ship highly
contaminated samples (concentrated wastes, free product, etc.) or samples
suspected of containing high contaminant concentrations in the same cooler or
shipping container with other environmental samples.
4.4 Chain of Custody
Chain-of-Custody control will be maintained from sampling through analysis to prevent
tampering with analytical specimens. Chain-of-Custody control procedures consist of
the following:

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1. Chain-of-Custody will originate at the laboratory with the shipment of prepared
sample bottles and a sealed trip blank(s) in sealed coolers. Identical container
kits will be shipped by express carrier to the sampler or site or will be picked up
at the laboratory.

2. After sample kit delivery but prior to sampling, the sampler will inventory the
container kit checking consistency between the number and type of containers
present with what is indicated in the Chain-of-Custody forms and that required
for the sampling event.

3. Labels for individual sample containers will be written in the field, indicating the
site name, sample location/well number, date and time of sample collection,
analysis required, sampler’s initials, and preservation methods used for the
sample.

4. Collected specimens will be placed in the coolers on ice and will remain in the
continuous possession of the field technician until shipment or transferal as
provided by the Chain-of-Custody form has occurred. If continuous possession
cannot be maintained by the field technician, the coolers will be temporarily
sealed and placed in a secure area.

Once delivered to the laboratory, samples will be issued laboratory sample numbers
recorded into a logbook indicating client, sample location/well number, and delivery
date and time. The laboratory director or his designee will sign the Chain-of-Custody
control forms and formally receive the samples.

Submitted Chain-of-Custody form copies will be placed in the laboratory's analytical
project file and attached to the laboratory analysis report.

Chain-of-Custody forms will be used to transfer direct deliveries from the sampler to
the laboratory. A coded, express delivery shipping bill shall constitute the Chain-of
Custody between the sampler and laboratory for overnight courier deliveries.

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5.0 LABORATORY ANALYSIS
The samples will be analyzed for parameters specified by the DWM for detection monitoring
purposes including water quality field indicators (pH, conductivity, temperature, and turbidity)
and those constituents listed in Table 2. Analytical methods from Test Methods For Evaluating
Solid Waste - Physical/Chemical Methods (SW-846) or Methods For the Chemical Analysis of
Water and Wastes will be consistent with the DWM’s policies regarding analytical methods and
reporting limits. Analysis will be performed by a laboratory certified by the DWM for the
analyzed parameters.
5.1 Laboratory Quality Assurance/Quality Control
As stated above laboratory analysis will be performed by a NC Certified laboratory.
Formal environmental laboratory Quality Assurance/Quality Control (QA/QC) procedures
are to be utilized at all times. The laboratory must have a QA/QC program based on
specific routine procedures outlined in a written laboratory Quality Assurance/Quality
Control Manual. Internal quality control checks shall be undertaken regularly by the lab
to assess the precision and accuracy of analytical procedures.
5.2 Data Review
During analyses, quality control data and sample data shall be reviewed by the
laboratory manager to identify questionable data and determine if the necessary QA/QC
requirements are being followed. If a portion of the lab work is subcontracted, it is the
contracted laboratories responsibility to verify the subcontracted work is performed by
certified laboratories, using identical QA/QC procedures.

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6.0 RECORD KEEPING AND REPORTING
This section addresses the documentation and reporting requirements associated with the
WQMP implementation.
6.1 Field Logbook
During sampling activities, the field technician will keep an up-to-date logbook
documenting important information pertaining to the technician's field activities. The
field logbook will document the following:

x Site Name and Location;
x Sampling Date and Time;
x Climatic Conditions During Sampling Event;
x Sampling Location/Well Identification Number; and
x Signature of Field Technician.

Groundwater Sampling Observations
x Static Water Level and Well Bottom;
x Water Column Height;
x Condition of Monitoring Well;
x Monitoring Location Conditions, Including Access and Surroundings;
x Purged Water Volume and Relative Recharge Rate (High or Low);
x Observations on Purging and Sampling Event;
x Sample Collection Time; and
x Field Parameters: Temperature, pH, Specific Conductivity, and Turbidity
Readings; Also DO and ORP values.

Surface Water Sampling Observations
x
x Surface Water Clarity;
x Monitoring Location Conditions, Including Access and Surroundings;
x Sample Collection Time; and
x Field Parameters: Temperature, pH, Specific Conductivity, and Turbidity
Readings.
6.2 Groundwater Flow Evaluation
After each monitoring event, the potentiometric surface will be evaluated to determine
the groundwater flow rate and direction at the site. The groundwater flow direction will
be determined by comparing groundwater surface elevations across the site with a
potentiometric surface map constructed from data collected during each event.
Groundwater flow rates will be determined using the following equation:

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V=Ki
n

where: V = velocity (feet/day)
K = hydraulic conductivity (feet/day)
i = hydraulic gradient (feet/feet)
n = effective porosity of aquifer soils (unitless)

This evaluation will be used to determine if modifications to the WQMP may be required
(see Section 7.1).
6.3 Reporting
A report summarizing the monitoring event and the analytical data from the event will be
submitted to the DWM within 120 days of completion of the event.

Monitoring reports will include the following:

1. An discussion of site geology and hydrogeology;
2. A discussion of the monitoring event procedures and results;
3. A groundwater flow evaluation (including a potentiometric surface map);
4. Analytical laboratory reports and summary tables;
5. Graphical and/or statistical analysis of analytical data may be reported but is not
required;
6. Solid Waste Environmental Monitoring Reporting Form (AAppendix A); and
7. Laboratory Data (in Electronic Data Deliverable Format - see SSection 1.2).

Monitoring reports may be submitted electronically by e-mail or in paper copy form.
Copies of the reports will be kept at the landfill office..

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7.0 MONITORING PROGRAM MODIFICATIONS
This section addresses the procedures that should be followed with respect to water quality
monitoring program modifications.
7.1 Plan Modifications and Updates
After each water quality monitoring event, a groundwater flow evaluation will be
performed to determine the groundwater flow rate and direction at the site (see Section
6.2). If this evaluation reveals the monitoring network is insufficient to monitor for a
potential release of solid waste constituents from the solid waste management area, a
modified plan will be prepared and submitted to the DWM for approval.

The need for plan modifications and updates will also be determined as part of regularly
scheduled permitting activities for the facility.
7.2 Well Abandonment/Rehabilitation
Should wells become irreversibly damaged or require rehabilitation, the DWM will be
notified. If monitoring wells and/or piezometers are damaged irreversibly they will be
abandoned under DWM direction following 15A NCAC 02C .0113. The abandonment
procedure in unconsolidated materials involves over-drilling and/or pulling the well
casing and plugging the well with a sealant such as neat cement grout and/or bentonite
clay. For bedrock well completions, the abandonment encompasses plugging the
interior well riser and screen with a sealant such as neat cement grout and/or bentonite
clay.
7.3 Additional Well Installations
Additional well installations will be carried out in accordance with DWM directives.
Monitoring wells will be installed under the supervision of a geologist or engineer who is
registered in North Carolina and who will certify to the DWM that the installation
complies with the North Carolina rules and regulations. For future well installations, the
documentation for well construction will be submitted by the registered geologist or
engineer to the DWM within sixty (60) days after well construction.
7.4 Implementation Schedule
The monitoring program proposed herein will be implemented following approval of this
Water Quality Monitoring Plan by the DWM.

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Tables

Water Quality Monitoring Plan
Scotland County Landfill Facility
Maxton, North Carolina

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Table 1
Water Quality Monitoing Well Construction Details
Scotland County Landfill
By: MG
Date: 2/12/2014
MW-1 354286.09 1884464.96 192.83 21 5-20 9.00 183.83 6.8 0.2 0.010 0.340
MW-2 355349.85 1885058.18 197.62 30 14-29 24.32 173.30 6.12 0.2 0.005 0.153
MW-3 355778.44 1885972.83 192.92 30 14-29 23.52 169.40 14.29 0.18 0.012 0.953
MW-4 355337.53 1886318.80 191.11 34 18-33 24.47 166.64 23.13 0.21 0.006 0.661
MW-5 354306.56 1885277.25 193.69 28 12-27 17.56 176.13 18.03 0.21 0.005 0.429
MW-6 355425.38 1885972.00 186.44 40 19-39 18.36 168.08 13.27 0.18 0.008 0.590
MW-7 356234.61 1885627.22 194.53 30 14-29 19.85 174.68 7.48 0.15 0.038 1.895
MW-8 354998.77 1883939.57 196.05 21 5-20 13.87 182.18 7.82 0.2 0.004 0.156
MW-9 355519.86 1886623.09 171.22 22 NA 7.72 163.50 NA NA 0.005 NA
MW-11 356366.64 1886155.11 179.82 40 20-40 17.54 162.28 NA NA 0.016 NA
MW-12 N/A NA 187.00 35 25-35 27.96 159.04 NA NA NA NA
MW-13 N/A NA 162.00 14.5 4.5-14.5 3.74 158.26 NA NA NA NA
NOTE:
1. Measurements are presented in feet.
2. NA = Well construction information not available
3. Screened interval for MW-11 interpreted from sand pack information
4. Hydraulic conductivity values from 4/4/1994 GAI Consultants, Inc. report
5. Porosity and gradient from CAP by RSG, approved February 2009.
6. Velocity Calculated from V=K*i/n
V = Velocity
K = Hydraulic Conductivity
i = Gradient
n = Porosity
Gradient
(ft/ft)
Velocity
(ft/day)
Screened
Interval
Depth to
Water
Water
Elevation
Hydraulic
Conductivity
(ft/day)
Porosity
(%)
Well
Name Northing Easting
Top of Casing
Elevation
Depth to
Bottom
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Table 2
Appendix 1, C&D, Leachate and MNA Analytes
Scotland County Landfill
EPA
Appendix I Constituents Method Synonyms
Antimony 7041
Arsenic 7060/7061
Barium 7080/6010
Beryllium 7091
Cadmium 7131
Chromium 7191
Cobalt 7201
Copper 7210/6010
Lead 7421
Nickel 7520/6010
Selenium 7740/7741
Silver 7761
Thallium 7841
Vanadium 7911
Zinc 7950/6010
Temperature Field
pH Field
Turbidity Field
Specific Conductance Field
1,4 Dioxane 8260SIM
Acetone 8260 2-Propanone
Acrylonitrile 8260 2-Propenenitrile
Benzene 8260
Bromochloromethane 8260 Chlorobromomethane
Bromodichloromethane 8260 Dibromochloromethane
Bromoform 8260 Tribromomethane
Carbon Disulfide 8260
Carbon Tetrachloride 8260 Tetrachloromethane
Chlorobenzene 8260
Chloroethane 8260 Ethyl chloride
Chloroform 8260 Trichloromethane
Dibromochloromethane 8260 Chlorodibromomethane
1,2-Dibromo-3-chloropropane 8260 DBCP
1,2-Dibromoethane 8260 Ethylene dibromide, EDB
1,2-Dichlorobenzene 8260 o-Dichlorobenzene
1,4-Dichlorobenzene 8260 p-Dichlorobenzene
trans-1,4-Dichloro-2-butene 8260
1,1-Dichloroethane 8260 Ethyldidene chloride
1,2-Dichloroethane 8260 Ethylene dichloride
1,1-Dichloroethylene 8260 Vinylidene chloride
cis-1,2-Dichloroethylene 8260
trans-1,2-Dichloroethylene 8260
1,2-Dichloropropane 8260 Propylene dichloride
cis-1,3-Dichloropropene 8260
trans-1,3-Dichloropropene 8260
Ethylbenzene 8260
2-Hexanone 8260 Methyl butyl ketone
Methyl bromide 8260 Bromomethane
Methyl chloride 8260 Chloromethane
Methyl ethyl ketone 8260 2-Butanone
Methyl iodide 8260 Iodomethane
4-Methyl-2-pentanone 8260 Methyl isobutyl ketone
Methylene bromide 8260 Dibromomethane
Methylene chloride 8260 Dichloromethane
Styrene 8260 Ethenylbenzene
1,1,1,2-Tetrachloroethane 8260
1,1,2,2-Tetrachloroethane 8260
Tetrachloroethylene 8260 Perchloroethylene
Toluene 8260 Methyl benzene
1,1,1-Trichloroethane 8260 Methyl chloroform
1,1,2-Trichloroethane 8260
Trichloroethylene 8260
Trichloroflouromethane 8260 CFC-11
1,2,3-Trichloropropane 8260
Vinyl acetate 8260 Acetic acid, ethenyl ester
Vinyl chloride 8260 Choroethene
Xylenes 8260 Dimethyl benzene
C&D Landfill Additional Parameters: MNA Parameters (see Text for Schedule)
Mercury Dissolved Oxygen
Chloride Oxidation Reduction Potential
Manganese Sulfide
Sulfate Iron
Iron Chloride
Alkalinity Nitrate
Total Dissolved Solids Total Organic Carbon
Tetrahydrofuran Chemical Oxygen Demand
Volatile Fatty Acids
Leachate Additional Parameters:Carbon Dioxide
BOD Hydrogen
COD Biological Oxygen Demand
phosphate Ethane/Ethene
nitrate
sulfate
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NC Solid Waste Section
Environmental Monitoring List
CAS RN 2 SWS ID 3 CHEMICAL NAME 2L 2L IMAC MCL
DEQ
Calculated
GWP Std Reference List 4
67-64-1 3 Acetone 6000 NE NE NE Appendix I
107-13-1 8 Acrylonitrile NE NE NE NE Appendix I
7440-36-0 13 Antimony NE 1 6 NE Appendix I
7440-38-2 14 Arsenic 10 NE 10 NE Appendix I
7440-39-3 15 Barium 700 NE 2000 NE Appendix I
71-43-2 16 Benzene 1 NE 5 NE Appendix I
7440-41-7 23 Beryllium NE 4 4 NE Appendix I
74-97-5 28 Bromochloromethane; Chlorobromethane NE NE NE 0.6 Appendix I
75-27-4 29 Bromodichloromethane; Dibromochloromethane 0.6 NE 80 NE Appendix I
75-25-2 30 Bromoform; Tribromomethane 4 NE 80 NE Appendix I
7440-43-9 34 Cadmium 2 NE 5 NE Appendix I
75-15-0 35 Carbon disulfide 700 NE NE NE Appendix I
56-23-5 36 Carbon tetrachloride 0.3 NE 5 NE Appendix I
108-90-7 39 Chlorobenzene 50 NE 100 NE Appendix I
75-00-3 41 Chloroethane; Ethyl chloride 3000 NE NE NE Appendix I
67-66-3 44 Chloroform; Trichloromethane 70 NE 80 NE Appendix I
7440-47-3 51 Chromium 10 NE 100 NE Appendix I
7440-48-4 53 Cobalt NE 1 NE NE Appendix I
7440-50-8 54 Copper 1000 NE 1300 NE Appendix I
124-48-1 66 Dibromochloromethane; Chlorodibromomethane 0.4 NE 80 NE Appendix I
96-12-8 67 1,2-Dibromo-3-chloropropane; DBCP 0.04 NE 0.2 NE Appendix I
106-93-4 68 1,2-Dibromoethane; Ethylene dibromide; EDB 0.02 NE 0.05 NE Appendix I
95-50-1 69 o-Dichlorobenzene; 1,2-Dichlorobenzene 20 NE 600 NE Appendix I
106-46-7 71 p-Dichlorobenzene; 1,4-Dichlorobenzene 6 NE 75 NE Appendix I
110-57-6 73 trans-1,4-Dichloro-2-butene NE NE NE NE Appendix I
75-34-3 75 1,1-Dichloroethane; Ethyldidene chloride 6 NE NE NE Appendix I
107-06-2 76 1,2-Dichloroethane; Ethylene dichloride 0.4 NE 5 NE Appendix I
75-35-4 77 1,1-Dichloroethylene; 1,1-Dichloroethene;350 NE 7 NE Appendix I
NC Solid Waste Section Environmental Monitoring
Groundwater Protection Compliance Standards - Constituents List
(updated October 15, 2018)
All units are ug/L unless otherwise noted.
NE = Not Established
Groundwater Protection Standards 1
Page 1 of 11
NC Solid Waste Section
Environmental Monitoring List
CAS RN 2 SWS ID 3 CHEMICAL NAME 2L 2L IMAC MCL
DEQ
Calculated
GWP Std Reference List 4
Groundwater Protection Standards 1
156-59-2 78
Vinylidene chloride cis-1,2-Dichloroethylene; cis-1,2-
Dichloroethene 70 NE 70 NE Appendix I
156-60-5 79 trans-1,2-Dichloroethylene; trans-1,2-Dichloroethene 100 NE 100 NE Appendix I
78-87-5 82 1,2-Dichloropropane 0.6 NE 5 NE Appendix I
10061-01-5 86 cis-1,3-Dichloropropene 0.4 NE NE NE Appendix I
10061-02-6 87 trans-1,3-Dichloropropene 0.4 NE NE NE Appendix I
100-41-4 110 Ethylbenzene 600 NE 700 NE Appendix I
591-78-6 124 2-Hexanone; Methyl butyl ketone NE 40 NE NE Appendix I
7439-92-1 131 Lead 15 NE 15 NE Appendix I
74-83-9 136 Methyl bromide; Bromomethane NE 10 NE NE Appendix I
74-87-3 137 Methyl chloride; Chloromethane 3 NE NE NE Appendix I
74-95-3 139 Methylene bromide; Dibromomethane NE 70 NE NE Appendix I
75-09-2 140 Methylene chloride; Dichloromethane 5 NE 5 NE Appendix I
78-93-3 141 Methyl ethyl ketone; MEK; 2-Butanone 4000 NE NE NE Appendix I
74-88-4 142 Methyl iodide; Iodomethane NE NE NE NE Appendix I
108-10-1 147 4-Methyl-2-pentanone; Methyl isobutyl ketone NE 100 NE NE Appendix I
7440-02-0 152 Nickel 100 NE NE NE Appendix I
7782-49-2 183 Selenium 20 NE 50 NE Appendix I
7440-22-4 184 Silver 20 NE NE NE Appendix I
100-42-5 186 Styrene 70 NE 100 NE Appendix I
630-20-6 190 1,1,1,2-Tetrachloroethane NE 1 NE NE Appendix I
79-34-5 191 1,1,2,2-Tetrachloroethane 0.2 NE NE NE Appendix I
127-18-4 192
Tetrachloroethylene; Tetrachloroethene;
Perchloroethylene 0.7 NE 5 NE Appendix I
7440-28-0 194 Thallium NE 0.2 2 NE Appendix I
108-88-3 196 Toluene 600 NE 1000 NE Appendix I
71-55-6 200 1,1,1-Trichloroethane; Methylchloroform 200 NE 200 NE Appendix I
79-01-6 201 Trichloroethylene; Trichloroethene 3 NE 5 NE Appendix I
79-00-5 202 1,1,2-Trichloroethane NE 0.6 5 NE Appendix I
75-69-4 203 Trichlorofluoromethane; CFC-11 2000 NE NE NE Appendix I
96-18-4 206 1,2,3-Trichloropropane 0.005 NE NE NE Appendix I
7440-62-2 209 Vanadium NE 0.3 NE NE Appendix I
108-05-4 210 Vinyl acetate NE 88 NE NE Appendix I
75-01-4 211 Vinyl chloride; Chloroethene 0.03 NE 2 NE Appendix I
Page 2 of 11
NC Solid Waste Section
Environmental Monitoring List
CAS RN 2 SWS ID 3 CHEMICAL NAME 2L 2L IMAC MCL
DEQ
Calculated
GWP Std Reference List 4
Groundwater Protection Standards 1
7440-66-6 213 Zinc 1000 NE NE NE Appendix I
1330-20-7 346 Xylene (total)500 NE 10000 NE Appendix I
83-32-9 1 Acenaphthene 80 NE NE NE Appendix II
208-96-8 2 Acenaphthylene 200 NE NE NE Appendix II
75-05-8 4 Acetonitrile; Methyl cyanide NE NE NE NE Appendix II
98-86-2 5 Acetophenone NE 700 NE NE Appendix II
53-96-3 6 2-Acetylaminofluorene; 2-AAF NE NE NE NE Appendix II
107-02-8 7 Acrolein NE 4 NE NE Appendix II
309-00-2 9 Aldrin NE 0.002 NE NE Appendix II
107-05-1 10 Allyl chloride NE NE NE NE Appendix II
92-67-1 11 4-Aminobiphenyl NE NE NE NE Appendix II
120-12-7 12 Anthracene 2000 NE NE NE Appendix II
56-55-3 17 Benzo[a]anthracene; Benzanthracene 0.05 NE NE NE Appendix II
205-99-2 18 Benzo[b]fluoranthene 0.05 NE NE NE Appendix II
207-08-9 19 Benzo[k]fluoranthene 0.5 NE NE NE Appendix II
191-24-2 20 Benzo[ghi]perylene 200 NE NE NE Appendix II
50-32-8 21 Benzo[a]pyrene 0.005 NE 0.2 NE Appendix II
100-51-6 22 Benzyl alcohol NE 700 NE NE Appendix II
319-84-6 24 alpha-BHC NE 0.006 NE NE Appendix II
319-85-7 25 beta-BHC NE 0.02 NE NE Appendix II
319-86-8 26 delta-BHC NE NE NE 0.019 Appendix II
58-89-9 27 gamma-BHC; Lindane 0.03 NE 0.2 NE Appendix II
101-55-3 31 4-Bromophenyl phenyl ether NE NE NE NE Appendix II
85-68-7 32 Butyl benzyl phthalate; Benzyl butyl phthalate 1000 NE NE NE Appendix II
84-74-2 33 Di-n-butyl phthalate 700 NE NE NE Appendix II
106-47-8 38 p-Chloroaniline NE NE NE NE Appendix II
510-15-6 40 Chlorobenzilate NE NE NE NE Appendix II
111-91-1 42 Bis(2-chloroethoxy)methane NE NE NE NE Appendix II
111-44-4 43 Bis(2-chloroethyl)ether; Dichloroethyl ether NE NE NE 0.031 Appendix II
59-50-7 45 p-Chloro-m-cresol; 4-Chloro-3-methylphenol NE NE NE NE Appendix II
108-60-1 46
Bis(2-chloro-1-methylethyl) ether; 2,2'-
Dichlorodiisopropyl ether; DCIP NE NE NE NE Appendix II
91-58-7 47 2-Chloronaphthalene NE NE NE NE Appendix II
Page 3 of 11
NC Solid Waste Section
Environmental Monitoring List
CAS RN 2 SWS ID 3 CHEMICAL NAME 2L 2L IMAC MCL
DEQ
Calculated
GWP Std Reference List 4
Groundwater Protection Standards 1
95-57-8 48 2-Chlorophenol 0.4 NE NE NE Appendix II
7005-72-3 49 4-Chlorophenyl phenyl ether NE NE NE NE Appendix II
126-99-8 50 Chloroprene NE NE NE NE Appendix II
218-01-9 52 Chrysene 5 NE NE NE Appendix II
95-48-7 56 o-Cresol; 2-Methylphenol NE 400 NE NE Appendix II
57-12-5 58 Cyanide 70 NE 200 NE Appendix II
94-75-7 59 2,4-D; 2,4-Dichlorophenoxyacetic acid 70 NE 70 NE Appendix II
72-54-8 60 4,4'-DDD 0.1 NE NE NE Appendix II
72-55-9 61 4,4'-DDE NE NE NE NE Appendix II
50-29-3 62 4,4'-DDT 0.1 NE NE NE Appendix II
2303-16-4 63 Diallate NE NE NE NE Appendix II
53-70-3 64 Dibenz[a,h]anthracene 0.005 NE NE NE Appendix II
132-64-9 65 Dibenzofuran NE 28 NE NE Appendix II
541-73-1 70 m-Dichlorobenzene; 1,3-Dichlorobenzene 200 NE NE NE Appendix II
91-94-1 72 3,3'-Dichlorobenzidine NE NE NE NE Appendix II
75-71-8 74 Dichlorodifluoromethane; CFC 12 1000 NE NE NE Appendix II
120-83-2 80 2,4-Dichlorophenol NE 0.98 NE NE Appendix II
87-65-0 81 2,6-Dichlorophenol NE NE NE NE Appendix II
142-28-9 83 1,3-Dichloropropane; Trimethylene dichloride NE NE NE NE Appendix II
594-20-7 84 2,2-Dichloropropane; Isopropylidene chloride NE NE NE NE Appendix II
563-58-6 85 1,1-Dichloropropene NE NE NE NE Appendix II
60-57-1 88 Dieldrin 0.002 NE NE NE Appendix II
297-97-2 89 O,O-Diethyl O-2-pyrazinyl phosphorothioate; Thionazin NE NE NE NE Appendix II
84-66-2 90 Diethyl phthalate 6000 NE NE NE Appendix II
60-51-5 91 Dimethoate NE NE NE NE Appendix II
60-11-7 92 p-(Dimethylamino)azobenzene NE NE NE NE Appendix II
57-97-6 93 7,12-Dimethylbenz[a]anthracene NE NE NE NE Appendix II
119-93-7 94 3,3'-Dimethylbenzidine NE NE NE NE Appendix II
105-67-9 95 2,4-Dimethylphenol; m-Xylenol 100 NE NE NE Appendix II
131-11-3 96 Dimethyl phthalate NE NE NE NE Appendix II
99-65-0 97 m-Dinitrobenzene NE NE NE NE Appendix II
534-52-1 98 4,6-Dinitro-o-cresol; 4,6-Dinitro-2-methylphenol NE NE NE NE Appendix II
Page 4 of 11
NC Solid Waste Section
Environmental Monitoring List
CAS RN 2 SWS ID 3 CHEMICAL NAME 2L 2L IMAC MCL
DEQ
Calculated
GWP Std Reference List 4
Groundwater Protection Standards 1
51-28-5 99 2,4-Dinitrophenol NE NE NE NE Appendix II
121-14-2 100 2,4-Dinitrotoluene NE 0.1 NE NE Appendix II
606-20-2 101 2,6-Dinitrotoluene NE NE NE NE Appendix II
88-85-7 102 Dinoseb; DNBP; 2-sec-Butyl-4,6-dinitrophenol NE 7 7 NE Appendix II
122-39-4 103 Diphenylamine NE NE NE NE Appendix II
298-04-4 104 Disulfoton 0.3 NE NE NE Appendix II
959-98-8 105 Endosulfan I 40 NE NE NE Appendix II
33213-65-9 106 Endosulfan II NE NE NE 42 Appendix II
1031-07-8 107 Endosulfan sulfate NE 40 NE NE Appendix II
72-20-8 108 Endrin 2 NE 2 NE Appendix II
7421-93-4 109 Endrin aldehyde 2 NE NE NE Appendix II
117-81-7 111 Bis(2-ethylhexyl) phthalate 3 NE NE NE Appendix II
97-63-2 112 Ethyl methacrylate NE NE NE NE Appendix II
62-50-0 113 Ethyl methanesulfonate NE NE NE NE Appendix II
52-85-7 114 Famphur NE NE NE NE Appendix II
206-44-0 115 Fluoranthene 300 NE NE NE Appendix II
86-73-7 116 Fluorene 300 NE NE NE Appendix II
76-44-8 117 Heptachlor 0.008 NE 0.4 NE Appendix II
1024-57-3 118 Heptachlor epoxide 0.004 NE 0.2 NE Appendix II
118-74-1 119 Hexachlorobenzene 0.02 NE 1 NE Appendix II
87-68-3 120 Hexachlorobutadiene 0.4 NE NE NE Appendix II
77-47-4 121 Hexachlorocyclopentadiene NE NE 50 50 Appendix II
67-72-1 122 Hexachloroethane NE NE NE 2.5 Appendix II
1888-71-7 123 Hexachloropropene NE NE NE NE Appendix II
193-39-5 125 Indeno(1,2,3-cd)pyrene 0.05 NE NE NE Appendix II
78-83-1 126 Isobutyl alcohol NE NE NE NE Appendix II
465-73-6 127 Isodrin NE NE NE NE Appendix II
78-59-1 128 Isophorone 40 NE NE NE Appendix II
120-58-1 129 Isosafrole NE NE NE NE Appendix II
143-50-0 130 Kepone NE NE NE NE Appendix II
7439-97-6 132 Mercury 1 NE 2 NE App. II / C&D
126-98-7 133 Methacrylonitrile NE NE NE NE Appendix II
Page 5 of 11
NC Solid Waste Section
Environmental Monitoring List
CAS RN 2 SWS ID 3 CHEMICAL NAME 2L 2L IMAC MCL
DEQ
Calculated
GWP Std Reference List 4
Groundwater Protection Standards 1
91-80-5 134 Methapyrilene NE NE NE NE Appendix II
72-43-5 135 Methoxychlor 40 NE NE NE Appendix II
56-49-5 138 3-Methylcholanthrene NE NE NE NE Appendix II
80-62-6 143 Methyl methacrylate NE 25 NE NE Appendix II
66-27-3 144 Methyl methanesulfonate NE NE NE NE Appendix II
91-57-6 145 2-Methylnaphthalene 30 NE NE NE Appendix II
298-00-0 146 Methyl parathion; Parathion methyl NE NE NE NE Appendix II
91-20-3 148 Naphthalene 6 NE NE NE Appendix II
130-15-4 149 1,4-Naphthoquinone NE NE NE NE Appendix II
134-32-7 150 1-Naphthylamine NE NE NE NE Appendix II
91-59-8 151 2-Naphthylamine NE NE NE NE Appendix II
99-09-2 153 m-Nitroaniline; 3-Nitroaniline NE NE NE NE Appendix II
88-74-4 154 o-Nitroaniline; 2-Nitroaniline NE NE NE NE Appendix II
100-01-6 155 p-Nitroaniline; 4-Nitroaniline NE NE NE NE Appendix II
98-95-3 156 Nitrobenzene NE NE NE NE Appendix II
99-55-8 157 5-Nitro-o-toluidine NE NE NE NE Appendix II
88-75-5 158 o-Nitrophenol; 2-Nitrophenol NE NE NE NE Appendix II
100-02-7 159 p-Nitrophenol; 4-Nitrophenol NE NE NE NE Appendix II
55-18-5 160 N-Nitrosodiethylamine NE NE NE NE Appendix II
62-75-9 161 N-Nitrosodimethylamine 0.0007 NE NE NE Appendix II
924-16-3 162 N-Nitrosodi-n-butylamine NE NE NE NE Appendix II
86-30-6 163 N-Nitrosodiphenylamine NE NE NE NE Appendix II
621-64-7 164
N-Nitrosodipropylamine; N-Nitroso-N-dipropylamine; Di-
n-propylnitrosamine NE NE NE NE Appendix II
10595-95-6 165 N-Nitrosomethylethalamine NE NE NE NE Appendix II
100-75-4 166 N-Nitrosopiperidine NE NE NE NE Appendix II
930-55-2 167 N-Nitrosopyrrolidine NE NE NE NE Appendix II
117-84-0 168 Di-n-octyl phthalate 100 NE NE NE Appendix II
56-38-2 169 Parathion NE NE NE NE Appendix II
1336-36-3 170 Polychlorinated biphenyls; PCBs NE 0.09 0.5 NE Appendix II
608-93-5 171 Pentachlorobenzene NE NE NE NE Appendix II
82-68-8 172 Pentachloronitrobenzene NE NE NE NE Appendix II
87-86-5 173 Pentachlorophenol 0.3 NE 1 NE Appendix II
Page 6 of 11
NC Solid Waste Section
Environmental Monitoring List
CAS RN 2 SWS ID 3 CHEMICAL NAME 2L 2L IMAC MCL
DEQ
Calculated
GWP Std Reference List 4
Groundwater Protection Standards 1
62-44-2 174 Phenacetin NE NE NE NE Appendix II
85-01-8 175 Phenanthrene 200 NE NE NE Appendix II
106-50-3 176 p-Phenylenediamine NE NE NE NE Appendix II
108-95-2 177 Phenol 30 NE NE NE Appendix II
298-02-2 178 Phorate 1 NE NE NE Appendix II
23950-58-5 179 Pronamide NE NE NE NE Appendix II
107-12-0 180 Propionitrile; Ethyl cyanide NE NE NE NE Appendix II
129-00-0 181 Pyrene 200 NE NE NE Appendix II
94-59-7 182 Safrole NE NE NE NE Appendix II
93-72-1 185 Silvex; 2,4,5-TP 50 NE NE NE Appendix II
18496-25-8 187 Sulfide NE NE NE NE Appendix II
93-76-5 188 2,4,5-T; 2,4,5-Trichlorophenoxyacetic acid NE NE NE NE Appendix II
95-94-3 189 1,2,4,5-Tetrachlorobenzene NE 2 NE NE Appendix II
58-90-2 193 2,3,4,6-Tetrachlorophenol 200 NE NE NE Appendix II
7440-31-5 195 Tin NE 2000 NE NE Appendix II
95-53-4 197 o-Toluidine NE NE NE NE Appendix II
8001-35-2 198 Toxaphene 0.03 NE 3 NE Appendix II
120-82-1 199 1,2,4-Trichlorobenzene 70 NE 70 NE Appendix II
95-95-4 204 2,4,5-Trichlorophenol NE 63 NE NE Appendix II
88-06-2 205 2,4,6-Trichlorophenol NE 4 NE NE Appendix II
126-68-1 207 O,O,O-Triethyl phosphorothioate NE NE NE NE Appendix II
99-35-4 208 sym-Trinitrobenzene NE NE NE NE Appendix II
57-74-9 339 Chlordane 0.1 NE NE NE Appendix II
106-44-5 344 p-Cresol; 4-Methylphenol 40 NE NE NE Appendix II
108-39-4 345 m-Cresol; 3-Methylphenol 400 NE NE NE Appendix II
122-09-8 386 Benzeneethanamine, alpha,alpha-dimethyl NE NE NE NE Appendix II
1746-01-6 440 2,3,7,8-TCDD; 2,3,7,8-Tetrachlorodibenzo- p-dioxin .0002 ng/L NE 0.03 NE Appendix II
123-91-1 422 1,4-dioxane 3 NE NE NE ALL 5
SW301 301 Chloride 250000 NE NE NE C&D
SW311 311 Total Dissolved Solids 500000 NE NE NE C&D
14808-79-8 315 Sulfate 250000 NE NE NE C&D / Leachate
SW337 337 Alkalinity NE NE NE NE C&D
Page 7 of 11
NC Solid Waste Section
Environmental Monitoring List
CAS RN 2 SWS ID 3 CHEMICAL NAME 2L 2L IMAC MCL
DEQ
Calculated
GWP Std Reference List 4
Groundwater Protection Standards 1
7439-89-6 340 Iron 300 NE NE NE C&D
7439-96-5 342 Manganese 50 NE NE NE C&D
109-99-9 441 Tetrahydrofuran NE NE NE NE C&D
SW316 316 Biological Oxygen Demand NE NE NE NE Leachate
SW317 317 Chemical Oxygen Demand NE NE NE NE Leachate
SW419 419 No2/No3 (nitrate & nitrite reported together)NE NE NE NE Leachate
SW437 437 Orthophosphate Phosphorus NE NE NE NE Leachate
SW321 321 pH (lab)7.0 NE NE NE Leachate
SW324 324 SpecCond (lab)NE NE NE NE Leachate
226-36-8 385 1,2,5,6-Dibenzacridine NE NE NE NE Other
122-66-7 394 1,2-Diphenylhydrazine NE NE NE NE Other
87-61-6 371 1-2-3-Trichlorobenzene NE NE NE NE Other
120-36-5 352 2-(2-4-dichlorophenoxy)propionic acid NE NE NE NE Other
94-82-6 350 2-4 DB NE NE NE NE Other
110-75-8 358 2-Chloroethylvinyl ether NE NE NE NE Other
109-06-8 390 2-Picoline NE NE NE NE Other
56-57-5 388 4-nitroquinoline-1-oxide NE NE NE NE Other
64-19-7 416 Acetic Acid NE 5000 NE NE Other
62-53-3 381 Aniline NE NE NE NE Other
140-57-8 382 Aramite NE NE NE NE Other
12674-11-2 401 Aroclor 1016 NE NE NE NE Other
11104-28-2 402 Aroclor 1221 NE NE NE NE Other
11141-16-5 403 Aroclor 1232 NE NE NE NE Other
53469-21-9 404 Aroclor 1242 NE NE NE NE Other
12672-29-6 405 Aroclor 1248 NE NE NE NE Other
11097-69-1 406 Aroclor 1254 NE NE NE NE Other
11096-82-5 407 Aroclor 1260 NE NE NE NE Other
92-87-5 383 Benzidine NE NE NE NE Other
7440-42-8 428 Boron 700 NE NE NE Other
SW347 347 Bicarbonate (as CaCO3)NE NE NE NE Other
101-84-8 423 biphenyl ether NE NE NE NE Other
108-86-1 360 Bromobenzene NE NE NE NE Other
Page 8 of 11
NC Solid Waste Section
Environmental Monitoring List
CAS RN 2 SWS ID 3 CHEMICAL NAME 2L 2L IMAC MCL
DEQ
Calculated
GWP Std Reference List 4
Groundwater Protection Standards 1
SW418 418 Butyric Acid NE NE NE NE Other
7440-70-2 375 Calcium NE NE NE NE Other
SW413 413 Carbon Dioxide (CO2)NE NE NE NE Other
SW348 348 Carbonate (as CaCO3)NE NE NE NE Other
12789-03-6 400 Chlordane (constituents)NE NE NE NE Other
79-06-1 429 Acrylamide 0.008 NE NE NE Other
5103-71-9 379 Chlordane, alpha NE NE NE NE Other
5103-74-2 378 Chlordane, beta NE NE 2 NE Other
5566-34-7 399 Chlordane, gamma NE NE NE NE Other
75-99-0 355 Dalapon NE 200 200 NE Other
SW318 318 Depth To Water (ft)NE NE NE NE Other
1918-00-9 353 Dicamba NE NE NE NE Other
SW334 334 Ferrous Iron- Dissolved NE NE NE NE Other
SW427 427 Groundwater Elevation (feet)NE NE NE NE Other
SW319 319 Head (ft mean sea level)NE NE NE NE Other
70-30-4 387 Hexachlorophene NE NE NE NE Other
SW338 338 Hydrogen Sulfide NE NE NE NE Other
SW415 415 Lactic Acid NE NE NE NE Other
SW329 329 Landfill Gas NE NE NE NE Other
SW374 374 m-&p-Cresol (combined)NE NE NE NE Other
92-52-4 421 1,1-biphenyl 400 NE NE NE Other
SW359 359 m-&p-Xylene (combined)NE NE NE NE Other
1563-66-2 430 Carbofuran 40 NE 40 NE Other
107-21-1 424 ethylene glycol 10000 NE NE NE Other
142-82-5 432 Heptane 400 NE NE NE Other
7439-95-4 376 Magnesium NE NE NE NE Other
94-74-6 351 MCPA NE NE NE NE Other
76-13-1 398 1,1,2-Trichlorotrifluoroethane 200000 NE NE NE Other
93-65-2 354 Mecopop, MCPP NE NE NE NE Other
SW333 333 Methane- Dissolved NE NE NE NE Other
7439-98-7 397 Molybdenum NE NE NE NE Other
108-38-3 409 m-Xylene NE NE NE NE Other
Page 9 of 11
NC Solid Waste Section
Environmental Monitoring List
CAS RN 2 SWS ID 3 CHEMICAL NAME 2L 2L IMAC MCL
DEQ
Calculated
GWP Std Reference List 4
Groundwater Protection Standards 1
SW426 426 N-nitrosodiphenylamine/diphenylamine NE NE NE NE Other
SW439 439 N-Nitrosodiphenylamine/Diphenylamine NE NE NE NE Other
65-85-0 395 Benzoic Acid 30000 NE NE NE Other
39638-32-9 384 Bis(2-chloroisopropyl) ether 0.03 NE NE NE Other
59-89-2 389 N-Nitrosomorpholine NE NE NE NE Other
SW309 309 Coliform (total)1 NE 5 NE Other
SW310 310 Color (color units)15 NE NE NE Other
SW336 336 Oxygen Reduction Potential (mV)NE NE NE NE Other
SW313 313 Foaming Agents 500 NE NE NE Other
SW314 314 Gross Alpha 15 NE NE NE Other
106-43-4 365 4-Chlorotoluene NE 24 NE NE Other
99-87-6 368 p-Cymene NE 25 NE NE Other
108-20-3 366 Isopropyl ether 70 NE NE NE Other
98-82-8 367 Isopropylbenzene 70 NE NE NE Other
76-01-7 380 Pentachloroethane NE NE NE NE Other
SW335 335 Manganese- Dissolved 50 NE NE NE Other
108-67-8 373 Mesitylene (1-3-5-trimethylbenzene)400 NE NE NE Other
7440-09-7 377 Potassium NE NE NE NE Other
1634-04-4 369 Methyl-tert-butyl ether (MTBE)20 NE NE NE Other
104-51-8 361 n-Butylbenzene 70 NE NE NE Other
SW417 417 Propionic Acid NE NE NE NE Other
106-42-3 410 p-Xylene NE NE NE NE Other
103-65-1 370 n-Propylbenzene 70 NE NE NE Other
95-49-8 364 o-Chlorotoluene 100 NE NE NE Other
110-86-1 391 Pyridine NE NE NE 7 Other
SW414 414 Pyruvic Acid NE NE NE NE Other
7440-23-5 322 Sodium NE NE NE 20000 Other
SW323 323 SpecCond (field)NE NE NE NE Other
SW307 307 petroleum aliphatic carbon fraction class C19 - C36 10000 NE NE NE Other
SW305 305 petroleum aliphatic carbon fraction class C5 - C8 400 NE NE NE Other
SW306 306 petroleum aliphatic carbon fraction class C9 - C18 700 NE NE NE Other
SW308 308 petroleum aromatics carbon fraction class C9 - C22 200 NE NE NE Other
Page 10 of 11
NC Solid Waste Section
Environmental Monitoring List
CAS RN 2 SWS ID 3 CHEMICAL NAME 2L 2L IMAC MCL
DEQ
Calculated
GWP Std Reference List 4
Groundwater Protection Standards 1
SW320 320 pH (field)7.0 NE NE NE Other
95-63-6 372 Pseudocumene (1-2-4-trimethylbenzene)400 NE NE NE Other
3689-24-5 392 Sulfotep NE NE NE NE Other
SW325 325 Temp (oC)NE NE NE NE Other
135-98-8 362 sec-Butylbenzene 70 NE NE NE Other
SW328 328 Top Of Casing (ft mean sea level)NE NE NE NE Other
SW425 425 Total BHC 0.02 NE NE NE Other
SW436 436 Total Fatty Acids NE NE NE NE Other
E-10195 357 Total Organic Carbon NE NE NE NE Other
98-06-6 363 tert-Butylbenzene 70 NE NE NE Other
SW396 396 Total Organic Halides NE NE NE NE Other
SW343 343 Total Suspended Solids NE NE NE NE Other
SW411 411 Total Well Depth (ft)NE NE NE NE Other
SW330 330 Turbidity NE NE NE NE Other
5 ALL - 1,4-Dioxane sampling required for all MSW, C&D, & Industrial landfills (active and closed) per SWS Memo dated May 29, 2018.
Weblink for 40 CFR Part 258
APPENDIX I - Constituents for Detection Monitoring per 40 CFR Part 258 (7-1-2017 Edition)
APPENDIX II - List of Hazardous Inorganic & Organic Constituents per 40 CFR Part 258 (7-1-2017 Edition). Appendix II list includes all Appendix I constituents.
C&D - Additional monitored constituents required for Construction & Demolition landfills (CDLFs)
LEACHATE - Monitored constituents for leachate sampling as specified in permit conditions.
Other - Other constituents, field testing, field measurements, or miscellaneous data that may be required by the Section.
NOTE: GWPSs as listed are current as of October 15, 2018 and are subject to change. Refer to originating sources for any changes.
4 Constituents Reference Lists
3 SWS ID = Solid Waste Section ID. Unique ID assigned by the Section.
2 CAS RN = Chemical Abstract Service Registry Number. For listed contituents with no CAS, the SWS ID is used.
1 Groundwater Protection Standard (GWPS) - For compliance purposes, the applicable GWPS is the lower of the listed standards.
NC GWP Std (NC Groundwater Protected Standard) - Groundwater value calculated by NC DEQ for constituents with no established 2L standard. Values are calculated using
criteria 1 & 2 of the NC Groundwater standards and do not consider taste, odor, MCLs, MCLG, and secondary drinking water standards.
MCL (Maximum Contaminant Level) - National primary drinking water standards per Safe Drinking Water Act under 40 CFR Part 141
2L IMAC (Interim Maximum Allowable Concentrations) - Interim NC groundwater standards per 15A NCAC 02L .0202
2L - NC groundwater water standards per 15A NCAC 02L .0202
GW Protection Standards References
Page 11 of 11

Figure

Water Quality Monitoring Plan
Scotland County Landfill Facility
Maxton, North Carolina

DocuSign Envelope ID: 20161D2A-EA1B-4BF0-B6A6-0F54DDB0B198
DocuSign Envelope ID: 20161D2A-EA1B-4BF0-B6A6-0F54DDB0B198




Appendix A
Environmental Monitoring Report Form

Water Quality Monitoring Plan
Scotland County Landfill Facility
Maxton, North Carolina

DocuSign Envelope ID: 20161D2A-EA1B-4BF0-B6A6-0F54DDB0B198
DocuSign Envelope ID: 20161D2A-EA1B-4BF0-B6A6-0F54DDB0B198

This page intentionally left blank.

DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4
Landfill Gas Monitoring Plan
Scotland County Landfill Facility
Maxton, North Carolina
Prepared for:
Scotland County
Laurinburg, North Carolina
March 2014
Revised: May2019
© 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.
DocuSign Envelope ID: B7E179E0-7928-4D44-B2E3-CC3535F8A2A7
FID 1321509
Scotland County Landfill
8301-CDLF1997 (active)
8301-MSWLF-1980 (inactive)
APPROVED by Section on 5/23/19

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Landfill Gas Monitoring Plan
Scotland County Landfill Facility
Maxton, North Carolina
Prepared For:
Scotland County
Laurinburg, North Carolina
S+G Project No. SCOT-1
Joan A. Smyth, P.G.
Vice President, Senior Hydrogeologist
Pieter K. Scheer, P.E.
Vice President, Senior Engineer
March 2014
Revised: May 2019
DocuSign Envelope ID: B7E179E0-7928-4D44-B2E3-CC3535F8A2A7



FID 1321509
Scotland County Landfill
8301-CDLF1997 (active)
8301-MSWLF-1980 (inactive)
APPROVED by Section on 5/23/19

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Scotland County Landfill Facility Landfill Gas Monitoring Plan
March 2014 (Revised: October 2014) Table of Contents Page ii
Scotland County Landfill Facility
Maxton, North Carolina

Landfill Gas Monitoring Plan

Table of Contents
Page

1.0 INTRODUCTION ......................................................................................................... 1
1.1 Regulatory Requirements - C&D Landfills ............................................................. 1
1.2 Guidance Document ................................................................................................ 2
1.3 Contact Information ................................................................................................ 2
1.3.1 Owner .......................................................................................................... 2
1.3.2 Engineer ...................................................................................................... 2
1.3.3 North Carolina Department of Environment and Natural Resources ........ 3
1.4 Existing Site Conditions .......................................................................................... 3
1.4.1 Site Geology ................................................................................................ 3
1.4.2 Local Groundwater Regime ........................................................................ 4
2.0 MONITORING PROGRAM ........................................................................................... 5
2.1 Monitoring Wells ..................................................................................................... 5
2.1.1 Existing LFG Monitoring Wells .................................................................... 5
2.1.2 Proposed LFG Monitoring Wells ................................................................. 6
2.1.3 LFG Monitoring Well Construction ............................................................. 6
2.2 Monitoring of Facility Structures ............................................................................ 6
2.3 Monitoring and Reporting ....................................................................................... 6
2.3.1 Frequency ................................................................................................... 6
2.3.2 Personnel .................................................................................................... 7
2.3.3 Equipment ................................................................................................... 7
2.3.4 Procedures .................................................................................................. 7
2.3.5 Precautionary Action Plan .......................................................................... 8
2.3.6 Record Keeping ........................................................................................... 9
2.4 Maintenance ............................................................................................................ 9
3.0 CONTINGENCY PLAN .............................................................................................. 11
3.1 Immediate Action Plan ...........................................................................................11
3.1.1 Reporting and Documentation ...................................................................11
3.2 Remediation Plan ...................................................................................................11
FIGURES
Figure 1 Site Vicinity Map
Figure 2 Landfill Gas Monitoring Locations
Figure 3 Flowchart of Methane Monitoring Requirements

APPENDIX
Appendix A Reporting Forms
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Scotland County Landfill Facility Landfill Gas Monitoring Plan
March 2014 (Revised: Mary 2019) Page 1
1.0 INTRODUCTION
This Landfill Gas (LFG) Monitoring Plan (plan) was prepared by Smith Gardner, Inc. to describe
the LFG monitoring program at the Scotland County Landfill Facility (NC Solid Waste Permit 83-
01), which is located near the intersection of Patterson Road and Old Maxton Road near Maxton,
North Carolina. This landfill facility includes an active unlined construction and demolition
debris (C&D) landfill unit (Phase IV) and two closed unlined municipal solid waste (MSW) landfill
units separated by Old Maxton Road (Phase I to the north of Old Maxton Road and Phases II and
III to the south). The Phase IV C&D landfill unit, which is a vertical expansion of the Phases II
and III MSW unit, has a waste footprint of approximately 21 acres. This plan describes the
necessary procedures to satisfy applicable regulatory requirements (see Section 1.1) for
landfill gas monitoring.

The Engineer has utilized the best available site data, practices, experience, and judgment to
develop this plan. However, the plan may require modifications over time to accommodate
changing landfill conditions, changing receptors in areas adjacent to and around the landfill, or
other conditions that cannot be fully anticipated.

Uncontrolled migration of LFG (particularly methane (CH4)) can result in, loss of life, injury, loss
of property, vegetative damage, and intolerable odors. Landfill monitoring includes exposure to
explosive gases. Monitoring personnel should be specifically trained in the management and
response for situations such as fire or explosion and confined space entry and possess an
awareness of changing conditions around the landfill.

Note that this plan does not address landfill gas collection and control, air quality, or other
related landfill gas regulations or requirements which may be applicable to this site at present
or in the future.

1.1 Regulatory Requirements - C&D Landfills
Rule 15A NCAC 13B.0544 (d) of the North Carolina Solid Waste Management Rules
requires the following for facilities having a C&D landfill:

x Owners or operators of C&D landfill units must ensure that:
o the concentration of methane gas or other explosive gases generated by
the facility does not exceed 25% of the lower explosive limit (LEL) (1.25%
for methane) in on-site facility structures (excluding gas control or
recovery system components);
o the concentration of methane gas or other explosive gases does not
exceed the LEL for methane or other explosive gases (5% for methane) at
the facility property boundary; and
o the facility does not release methane gas or other explosive gases in any
concentration that can be detected in offsite structures.

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Scotland County Landfill Facility Landfill Gas Monitoring Plan
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x Owners or operators of C&D landfill units must implement a routine methane
monitoring program and perform monitoring on at least a quarterly basis.

x If regulatory limits for methane gas concentrations are exceeded, a contingency
plan must be implemented for the protection of human health and safety.

1.2 Guidance Document
This plan was developed generally following the Landfill Gas Monitoring Guidance
document prepared by the North Carolina Department of Environment and Natural
Resources (NC DENR), Division of Waste Management (DWM)1.

1.3 Contact Information
All correspondence and questions concerning this plan should be directed to the
appropriate contact below:

1.3.1 Owner
Scotland County Landfill
10681 Patterson Road
Maxton, NC 28354
Phone: [phone]
Fax: [phone]

Contact: Bryant Higgins - Public Works Director
[e-mail]

1.3.2 Engineer
Smith Gardner, Inc.
14 N. Boylan Avenue
Raleigh, North Carolina 27603
Phone: [phone]

Contacts: Joan A. Smyth, P.G., Senior Hydrogeologist
[e-mail]
Pieter K. Scheer, P.E., Project Manager
[e-mail]

1 NC DENR DWM (2010), “Landfill Gas Monitoring Guidance”, NC DENR DWM Solid Waste Section,
November 2010.
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Scotland County Landfill Facility Landfill Gas Monitoring Plan
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1.3.3 North Carolina Department of Environmental Quality (formerly DENR)
Division of Waste Management (DWM) - Solid Waste Section:

North Carolina DEQ - Fayetteville Regional Office
225 Green Street, Suite 714
Fayetteville, NC 28301
Phone: [phone]
Contact: Amanda Freeman - Environmental Senior Specialist
[e-mail]

1.4 Existing Site Conditions
The facility is located on approximately 142 acres owned by Scotland County situated
approximately 5 miles southeast of Laurenburg, NC and two miles west of Maxton, NC.
The site lies immediately east of the intersection of Patterson Road, State Route (SR)
1611 and Old Maxton Road (SR 1612). The eastern perimeter of the site abuts Shoe Heel
Creek Swamp which isolates the site from the Town of Maxton to the east. Old Maxton
Road bisects the property dividing the landfill site into two tracts and two distinct
disposal areas (Phase I to the north of Old Maxton Road and Phases II and III to the south
of Old Maxton Road). The surrounding area is mixed undeveloped, agricultural and rural
residential. The site location is provided as Figure 1.

Ground surface elevations range from approximately El. 160 feet above mean sea level
(amsl) along Shoe Heel Creek Swamp east of the site to El. 225 feet amsl at the top of
the active C&D over closed MSW landfill unit. The facility location and existing site
conditions are shown on Figure 2.

1.4.1 Site Geology
Historical literature and available geologic maps indicate the Scotland County
landfill is situated within the western edge of the Upper Coastal Plain
Physiographic Province.

Scotland County is underlain by an assemblage of clastic sedimentary deposits of
Late Cretaceous to Holocene age. This area is underlain by metamorphic rocks
of the eastern Piedmont which exhibit a northeast strike and locally dip gently
eastward as a result of regional metamorphism and folding. The geologic
formation underlying the site has been classified as either the Middendorf
Formation or the Black Creek Formation.

The Black Creek Formation is described as layers and lenses of dark shale and
loose fine to medium grained sand. The shale is typically fissile with partings
along thin discontinuous laminae of fine sand. Locally, the shale is massive and
exhibits choncoidal fracture and the sands are typically cross-bedded and vary
from laminated to thick bedded. Lignite is very common in the Black Creek
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Scotland County Landfill Facility Landfill Gas Monitoring Plan
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Formation. This formation also contains beds of indurated, fossiliferous
glauconitic sandstone. This formation is believed to be associated with a deltaic
depositional environment.

The 1985 Geologic Map of North Carolina assigns the site to an area underlain by
the Middendorf Formation. According to Geology of the Carolinas, the Middendorf
Formation can be deeply weathered which has caused considerable difficulty in
identification. For this reason the areal extent of the Middendorf Formation in
the upper Coastal Plain, especially in North Carolina, is very poorly known. In
North Carolina the Middendorf is described as interbedded sands and clays with
laterally discontinuous beds and common cross-bedding. Sandstone is the
dominant lithology of the Middendorf Formation with the basal portion of the
sandstone being conglomeritic with quartz and white kaolin clay clasts. These
are believed to have been deposited in a fluvial upper delta plain environment.

The Geologic Map of North Carolina indicates this site lies on the Black Creek
Formation. According to The Geology of the Carolinas, the Black Creek
Formation is actually the Bladen Formation which is a portion of the Black Creek
Group. This Formation is characterized by intercalations of black clay and light
colored, micaceous sand. This formation was deposited in a delta-shelf system.
The sand minerals in this formation indicate derivation from a source composed
of a metamorphic crystalline bedrock. The Bladen Formation dips gently to the
east and is underlain by the Tar Heel Formation which is characterized as
intercalated beds of oxidized, red to brown, cross-bedded sands and variegated
clays with minor amounts of gravel.

No unusual geologic features or conditions were identified during prior site
studies.

1.4.2 Local Groundwater Regime
The primary aquifer at the site is generally unconfined, surficial, unconsolidated
sands, silts and clays. Groundwater depths range from surface in lowland areas
along Shoe Heel Creek Swamp to up to 25 feet below ground surface (bgs) in
upland areas. Groundwater flow is toward Shoe Heel Creek Swamp located
along the eastern property boundary.

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Scotland County Landfill Facility Landfill Gas Monitoring Plan
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2.0 MONITORING PROGRAM
The monitoring program consists of the monitoring of LFG monitoring wells and facility
structures. Monitoring will include measuring methane and hydrogen sulfide concentrations.

2.1 Monitoring Wells
Existing and proposed monitoring wells/probes are shown on FFigure 2.

2.1.1 Existing LFG Monitoring Wells/Probes
There are twenty-two (22) existing LFG monitoring wells/probes located at the
facility. The current LFG monitoring network includes thirteen (13) GP- and LFG-
locations summarized below. Other wells/probes not on this list will be
maintained but not monitored.

LFG Monitoring Well Total Depth
(feet bbgs)
Screened IInterval
((feet bgs))
GP-1 8 3 - 8
GP-2 8 3 – 8
GP-3 8 3 – 8
GP-4 8 3 - 8
GP-5 8 3 - 8
GP-6 8 3 - 8
GP-9 8 3 – 8
GP-11 8 3 - 8
LFG-6 NA NA
LFG-7 20 5 - 20
LFG-9 22.5 7.5 - 22.5
LFG-10 15 5 - 15
LFG-11 15 5 - 15

bgs – Below Ground Surface
NA – Data Not Available

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2.1.2 Proposed LFG Monitoring Wells
No additional LFG monitoring locations are proposed for addition to the
monitoring network at this time.

2.1.3 LFG Monitoring Well Construction
The LFG monitoring wells were installed on July 21-23, 1998 to depths between
15 ft. and 25 ft. bgs, generally corresponding with the depth to the water table.
Wells were constructed accordance with 15A NCAC 2C. Well screens begin
about 5 ft. bgs and have solid PVC riser to the surface with an approximate three-
foot above ground casing. The annular space is filled with sand to one ft. above
the screened interval with a two ft. thick bentonite seal above the sand pack.
Wells were grouted from the top of the bentonite seal to the surface. Each well
was fitted with a locking well cap and protective steel cover2. Quick-connect
fittings were installed in the cap as a monitoring port in accordance with DWM
guidance.

The GP- monitoring wells were installed by hand auger during several different
events. These wells were all installed to a depth of approximately 8 feet below
grade with a 5-foot screened interval. Sand was placed in the annular space to
approximately 1-foot above the screened interval and bentonite was placed to the
surface and hydrated. Due to shallow groundwater across most of this site,
these depths are acceptable for LFG monitoring.

2.2 Monitoring of Facility Structures
The following facility structures will be monitored:

x Landfill office;
x Scalehouse; and
x Maintenance building.

If desired by the County, a dedicated methane monitor may be installed within one or
more of these structures.

2.3 Monitoring and Reporting
Monitoring and reporting of LFG concentrations will be performed as outlined below.

2.3.1 Frequency
Routine LFG monitoring will be conducted on a quarterly basis.

2 Letter to Bobby Lutfy, November 12, 1998 from Phil May, G.N. Richardson and Associates, Inc.
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Scotland County Landfill Facility Landfill Gas Monitoring Plan
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2.3.2 Personnel
Monitoring will be performed by personnel who are familiar with the
requirements of this plan and who are trained in LFG hazards and explosive gas
and hydrogen sulfide meter use. As practical, a designated technician will be
assigned to regular LFG monitoring duty.

2.3.3 Equipment
A LandtecTM GEM-2000 infrared portable gas analyzer (or equivalent) will be
used to monitor probes and LFGCCS components. This analyzer, which is
calibrated to methane (CH4), operates using the infrared spectral property of
methane to measure concentrations in air. Measurements of oxygen (O2), carbon
dioxide (CO2) and hydrogen sulfide (H2S) will also be made with this meter. This
meter may be used in oxygen deficient areas (less than 10% O2) since oxygen is
not required for a chemical combustion of flammable gases within the meter.

On the day of monitoring, prior to monitoring activities, this meter will be field
calibrated. Additionally, all monitoring equipment should be regularly calibrated
in accordance with manufacturer’s specifications and operated only as
instructed.

2.3.4 Procedures
Prior to each monitoring event, the portable gas analyzer will be calibrated with a
known calibration standard in accordance with manufacturer’s
recommendations. General information related to the monitoring event,
equipment used, calibration procedures, weather conditions, and results for
each monitoring event will be recorded on the landfill gas monitoring data form
(see Appendix A).

The following steps outline the procedure for the monitoring of LFG wells and
facility structures:

x Check calibration date on the meter and calibrate according to
manufacturers instructions; allowing equipment to warm up properly
prior to use, per manufacturers direction.
x Purge sample tube for one minute before monitoring.

LFG Monitoring Wells:
o Connect instrument tubing to sample port on the monitoring well
without removing the cap.
o Open the valve and record both the initial and stabilized methane
concentrations. A stabilized concentration will not vary more than
0.5 percent by volume on the instrument’s scale. Also record the
oxygen concentration (at two percent per volume or less to
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indicate air is not being drawn into the system and providing false
readings) and the carbon dioxide concentration.
o Close the valve and disconnect the tubing.
o Record monitoring data on the LFG monitoring data form provided
in Appendix A.
o If any methane or hydrogen sulfide concentration is ggreater than
50% of the LEL (2.5% CH4, and 2% of H2S), monitoring personnel
should implement the Precautionary Action Plan (see Section
2.3.5).
o If both initial and stabilized methane concentrations are less than
50% of the LEL (2.5% CH4), move to next LFG monitoring well.

Structures:
o Walk through the facility structure with a methane analyzer and
monitor the perimeter wall interface of the structure, the floor to
wall interface in hallways and rooms, and any floor penetrations in
the structure. Record initial and stabilized methane, oxygen, and
carbon dioxide concentrations.
o Record monitoring data on the LFG monitoring data form provided
in Appendix A.
o Notify the Landfill Manager and the Engineer for any methane
concentration greater than 0% of the LEL.

IF A STABILIZED METHANE CONCENTRATION IS GREATER THAN 100% OF
THE LEL (5% by volume), OR A STABILIZED CONCENTRATION OF HYDROGEN
SULFIDE IS GREATER THAN 100% OF THE LEL (4% by volume) IN A LFG
MONITORING WELL OR GREATER THAN 25% OF THE LEL (1.25% by volume
of methane and 1% by volume of hydrogen sulfide) IN A FACILITY
STRUCTURE, THE FOLLOWING ACTIONS WILL BE IMPLEMENTED:

1) Recalibrate monitoring equipment and confirm results.
2) If results are confirmed, IIMMEDIATELY contact the Landfill Manager and
the Engineer.
3) Implement the Compliance Action Plan located in SSection 3.1.

2.3.5 Precautionary Action Plan
If an initial or stabilized methane concentration is equal to or greater than 50% of
the LEL in a LFG monitoring well, monitoring personnel should perform the
following additional steps at this location:

x Measure gas pressure in the well head (in inches of water) using
magnehelic gauge or other appropriate metering device.
x Record at least one additional methane concentration measurement,
inside the well just below the top of casing.
x Evaluate the surrounding area for potential receptors to or signs of LFG
migration. LFG can stress vegetation and can kill trees and grass by root
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asphyxiation. Note stressed/dead vegetation areas on the monitoring
form.
x Notify the Landfill Manager and the Engineer for further evaluation.

2.3.6 Record Keeping
Routine LFG monitoring events will be documented on the LFG monitoring data
form provided in Appendix A. Completed forms will be placed in the landfill
operating record located at the landfill office. These forms will be available for
review by DWM personnel on request.

Documentation of any contingency plan actions (see SSection 3.0) will also be
kept in the operating record.

2.4 Maintenance
Periodic maintenance and site observations will be conducted routinely to address
monitoring program components (at a minimum):

x Maintain access to LFG monitoring locations.
x Perform LFG monitoring well maintenance (maintain well locks, steel casing,
concrete pad, etc.).
x Observe landfill cover conditions, areas of dead vegetation, leachate seeps,
odors, etc. as indications of potential LFG-related problems.

Note deficiencies on the monitoring forms and report to the Landfill Manager for repair
or replacement as necessary.

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3.0 CONTINGENCY PLAN
If a stabilized methane concentration is ggreater than 100% of the LEL in a LFG monitoring
well or greater than 25% of the LEL in a facility structure, the County will perform both an
immediate action and plan and a remediation plan as described below and as summarized on
Figure 3.

3.1 Immediate Action Plan
The Landfill Manager will perform the following actions for the protection of human
health and safety:

1) Evacuate affected facility structures and the immediately surrounding area.
2) Determine nearby potential receptors (facility and off-site structures).
3) Perform monitoring in any other facility structure near the monitoring location
having the high concentration.
4) Contact the local Fire Department (911). Coordinate evaluation of potentially
affected off-site structures with the Fire Department.
5) Verbally notify the Public Works Director, or his designee.
6) Verbally notify the DWM (see SSection 1.1) as soon as practical.
7) Investigate and identify the potential source(s) and conduit(s) for LFG migration
that may have caused the high concentration (i.e. the path that the LFG may be
taking to the monitoring location).
8) Identify the LFG extent using bar hole punch sampling methodology or other
applicable alternative method as practical.
9) As appropriate, begin corrective action to control methane concentrations in
structures surrounding the landfill site.

3.1.1 Reporting and Documentation
Within seven days of the detection of a high methane concentration, the County
will prepare and submit an Environmental Monitoring Reporting Form (see
Appendix A) with the results of the monitoring event to the DWM. The County
will also place a description of the actions performed to protect human health in
the operating record.

3.2 Remediation Plan
Within sixty days of the detection of a high methane concentration, a remediation plan
describing the problem nature, extent, and proposed remedy will be prepared and
submitted to NCDENR for approval. Upon approval, the plan will be implemented and a
copy will be placed in the operating record. The DWM will also be notified the plan has
been implemented.

An extension may be granted by the DWM on written request and depending on severity
of the situation.
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Figures

Landfill Gas Monitoring Plan
Scotland County Landfill Facility
Maxton, North Carolina

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Appendix A
Reporting Forms

Landfill Gas Monitoring Plan
Scotland County Landfill Facility
Maxton, North Carolina

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

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


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individual permit conditions and/or Facility LFG monitoring plan.

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NOTE: If needed, attach additional data forms to include additional LFG monitoring data locations for the facility.
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Certification
To the best of my knowledge, the information reported and statements made on this data submittal and attachments
are true and correct. I amaware that there are significant penalties for making any false statement, representation,
or certification including the possibility of a fine andimprisonment.
6,*1$785(7,7/(
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Attachment J
Permit Drawings

Permit Documents
Scotland County C&D Landfill and Transfer Station
Maxton, North Carolina
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DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4
DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4
DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4
DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4
DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4
DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4
DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4
DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4
DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4
DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4
DocuSign Envelope ID: FBA60A64-CCC6-4205-83B2-C209056CF9F4
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