9404_WashingtonCoCDLF_ResponsetoComments_DIN27994_20170619

June 2, 2017

Mr. Ming-Tai Chao, P.E.
Environmental Engineer
[e-mail]

Ms. Christine Ritter
Hydrogeologist
[e-mail]

NCDEQ - Division of Waste Management
1646 Mail Service Center
Raleigh, NC 27699-1646

RE: Washington County C&D Landfill (Permit No. 94-04)
Permit Application
Response to Review Comments
Information on Proposed Convenience Center

Dear Mr. Chao and Ms. Ritter:

On behalf of Washington County, Smith Gardner, Inc. (S+G) would like to respond to the
comments in your emails dated and received by S+G via email on April 18 and April 19, 2017
(see attached). Additionally, S+G would like to provide information on the County’s proposed
convenience center. This information follows our response to comments.

Response to Review Comments

Comments from Mr. Chao’s email dated April 18th are repeated below in italics followed by
our response in bold.

General

1. The discrepancy of the side slope of the landfill final cover system exists throughout
the permit application. According to slope stability analysis, the approved side slope
is four (horizontal) to one (vertical). Please provide the consistent value of the side
slope in the permit application.

The following revisions have been made to address this comment:

 Facility & Engineering Plan: Section 3.1 has been revised to reflect 4H:1V side
slopes and top slopes of 5 to 10%).
 Closure & Post-Closure Plan: The final cover system description in Section
1.2 has been revised to match the description in Section 6.2 of the Facility &
Engineering Plan.
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6/2/2017
1
Pieter Scheer
From:Chao, Ming-tai
Sent:Tuesday, April 18, 2017 3:53 PM
To:Pieter Scheer ([e-mail])
Cc:Ritter, Christine
Subject:Comments on Washington County CDLF Permit Application, 94-04
Flag Status:Flagged
Hi
Pieter: DI
N 27645

The Solid Waste Section (SWS) completed a review of the engineering portions of the life-of -site Permit
Application (DIN 27205) for Washington County C&DLF, Permit # 94-04. The SWS hydrogeologist is
reviewing the environmental media monitoring plans for the facility, and she or he may issue a separate
comment letter, if any.

Below are comments based on this review:
General
1. The discrepancy of the side slope of the landfill final cover system exists throughout the permit
application. According to slope stability analysis, the approved side slope is four (horizontal) to one
(vertical). Please provide the consistent value of the side slope in the permit application.

Attachment B - Facility & Engineering Plan
2. (Section 3.1) The Drawing No. S3 shows the 4H to 1V side slope of the proposed final cover
system. Please correct the typos.

3. (Section 6.2) What is the top deck slope? Slopes of 5 to 10% are proposed in this section but slopes of 5
to 8% are stated in Section 1.2 of the Closure Plan. The proposed slope should be consistent with the
results concluded from the Final Cover Veneer Stability Evaluation in Appendix A.

Attachment C – Technical Specifications
4. (Section 02222) The specification should include the following requirements because some portions of
the landfill base at Phase 3 area will be constructed by excavation according to the data in the summary
table of Earth Quality in Appendix A of the Facility & Engineering Plan:
i. To achieve the vertical separation requirements of the landfill base according to Rule 15A NCAC
13B .0540(2)(b).
ii. The as-built survey requirements to document the completion of the landfill base.

5. (Section 02223) The specification should include the following requirements because some portions of
the landfill base at Phase 3 area will be constructed by backfilling selected fill material according to the
data in the summary table of Earth Quality in Appendix A of the Facility & Engineering Plan:
i. To achieve the vertical separation requirements of the landfill base according to Rule 15A NCAC
13B .0540(2)(b).
ii. To be consistent with the specifications stated in the Section 3.0 of the CQA Manual, the
Contractor should submit the soil testing results of the selected backfill material from a borrow
DocuSign Envelope ID: 3E3A670A-1F4B-4062-9612-DC58CAA4F328
Ming Chao
(Mailing Address)
1646 Mail Service Center
Raleigh, NC 27699-1646

(Street Address)
DocuSign Envelope ID: 3E3A670A-1F4B-4062-9612-DC58CAA4F328
4/19/2017 Smith Gardner, Inc Mail ­ Washington County 9404­CDLF and 9402­MSWLF
https://mail.google.com/mail/?ui=2&ik=c5b7b40f3f&view=pt&search=inbox&th=15b8706d80fb79be&siml=15b8706d80fb79be 1/3
Madeline German <[e-mail]>
Washington County 9404­CDLF and 9402­MSWLF 
1 message
Ritter, Christine <[e-mail]>Wed, Apr 19, 2017 at 12:23 PM
To: "[e-mail]" <[e-mail]>
Cc: "Madeline German ([e-mail])" <[e-mail]>, "Joan Smyth
([e-mail])" <[e-mail]>, "Chao, Ming­tai" <[e-mail]>, "Lane, Ervin"
<[e-mail]>
DIN 27661

Mr. Critcher:

Following are my comments on the Water Quality Monitoring Plan (WQMP) and Landfill Gas
Monitoring Plan (LFGMP), DIN 27659, submitted for the following landfill facilities:
Washington County 9404­CDLF and 9402­MSWLF.

The WQMP and LFGMP submitted as part of the Permit to Operate application for continued
operations at the CDLF combines two adjacent landfill facilities, an active unlined C&DLF (9404­
CDLF) and a closed unlined MSWLF (9402­MSWLF).  By combining monitoring activities at the
two adjacent units, the monitoring activities at both facilities will be regulated under Solid Waste
Rule requirements for active C&DLFs, 15A NCAC 13B .0544  Monitoring Plans and
Requirements for C&DLF Facilities.  Additionally, as there are 2L exceedances in the
groundwater at both landfill facilities, 15A NCAC 13B .0545 Assessment and Corrective Action
Program for CDLF Facilities and Units will also be applicable.

Please include a potentiometric surface map for the entire area of the combined landfill facilities. 
Please superimpose the potentiometric surface map over a topographic map, as opposed to an
aerial photograph, to better distinguish monitoring well locations from the surrounding environment
and to better correlate topographic features and groundwater flow.   Please include pertinent
features as wetlands, streams, ponds, ditches, property boundaries, etc.

There have been Groundwater Protection (GWP) and 2L exceedances of both organic and
inorganic constituents detected in the groundwater at both landfill facilities for at least the previous
3 groundwater sampling events including September 2015, March 2016, and September 2016.  A
letter from Ervin Lane, compliance hydrogeologist with the NC Solid Waste Section, is forthcoming
and will request additional investigation, assessment, and/or an Alternate Source Demonstration
(ASD) submittal for both facilities.   As a result of the current groundwater exceedances at both
facilities, detection monitoring is not sufficient at the two facilities.   The current groundwater
monitoring well network is not adequately monitoring contamination occurring at the closed
MSWLF or at the active CDLF.  Groundwater exceedances have been detected consistently at
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Email correspondence to and from this address is subject to the
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Facility and Engineering Plan

Washington County C&D Landfill
Washington County, North Carolina

Prepared for:

Washington County
Plymouth, North Carolina

December 2016
Revised: May 2017

© 2017 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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Washington County C&D Landfill Facility and Engineering Plan
December 2016 (Revised: May 2017) Table of Contents Page i
Washington County C&D Landfill
Washington County, North Carolina

Facility and Engineering Plan

Table of Contents
Page

1.0 OVERVIEW ........................................................................................................................... 1 
2.0 FACILITY SERVICES AND WASTE STREAM ........................................................................ 1 
2.1 Facility Services ......................................................................................................... 1 
2.2 Types of Waste ........................................................................................................... 1 
2.3 Disposal Rates and Estimated Variances ................................................................. 2 
2.4 Service Area ............................................................................................................... 2 
2.5 Procedures for Waste Segregation .......................................................................... 2 
2.6 Equipment Requirements ......................................................................................... 3 
3.0 LANDFILL CAPACITY .......................................................................................................... 3 
3.1 Total Operating Capacity and Life Expectancy ......................................................... 3 
3.2 Airspace Utilization Factor and Percentage of Periodic Cover Soil ........................ 3 
4.0 AVAILABLE SOIL RESOURCES AND REQUIRED SOIL QUANTITIES ................................... 3 
4.1 Earthwork Quantities ................................................................................................ 3 
4.2 Periodic Cover ........................................................................................................... 4 
4.3 Vegetative Soil Layer ................................................................................................. 4 
4.4 Soil Summary ............................................................................................................ 4 
5.0 FACILITY DESIGN CRITERIA ............................................................................................... 4 
5.1 Horizontal Separation Requirements ....................................................................... 4 
5.2 Vertical Separation Requirements ........................................................................... 4 
6.0 CONTAINMENT AND ENVIRONMENTAL CONTROL SYSTEMS ........................................... 5 
6.1 Landfill Subgrade ...................................................................................................... 5 
6.2 Final Cover System .................................................................................................... 5 
6.3 Erosion and Sedimentation Control .......................................................................... 6 
6.4 Landfill Gas Control .................................................................................................. 6 
6.5 Access and Roadways ............................................................................................... 7 
7.0 SLOPE STABILITY AND SETTLEMENT ................................................................................ 7 

TABLES
Table 1  Total Operating Capacity and Life Expectancy ............................................ 7 
Table 2  Soil Summary ............................................................................................... 8 

APPENDIX
Appendix A Landfill Design Calculations

Washington County C&D Landfill Facility and Engineering Plan
December 2016 (Revised: May 2017) Table of Contents Page ii

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Washington County C&D Landfill Facility and Engineering Plan
December 2016 (Revised: May 2017) Page 1
1.0 OVERVIEW
Washington County, North Carolina currently owns and operates a landfill facility on Landfill
Road near Roper. Access for the facility is and will continue to be off of Landfill Road. The
facility is permitted under NC Permit 94-04 for the disposal of construction and demolition
debris (C&D) waste in an unlined landfill in the northeastern portion of the site. The County also
conducts several other solid waste management activities at the facility. A closed unlined
municipal solid waste (MSW) landfill is also located at the facility. Refer to Drawing S1 (Existing
Conditions) (Attachment J) which shows the existing conditions and Section 2.1, which describes
facility services.

The active C&D landfill initially received a permit to operate in 1996 and currently occupies
approximately 3.3 acres (waste footprint) (Phases 1 & 2). A previously permitted lateral
expansion (Phase 3) (approximately 0.7 acres) remains to be constructed to the southwest of the
current footprint. It is the intent of Washington County to continue to operate and expand the
C&D landfill within the previously approved footprint (reference Drawing S3 (Site Development
Plan - Final Cover Grading and Drainage) and Drawing P1 (Phasing Plan) (Attachment J)) upon
approval of this permit application.

2.0 FACILITY SERVICES AND WASTE STREAM
2.1 Facility Services
Currently, the following activities or services are provided at the facility:

 Scale and scale house/office;
 Maintenance/storage building;
 Construction and Demolition Debris (C&D) Landfill;
 Yard Waste Processing Area;
 White Goods and Scrap Metal Handling Area;
 Electronics Storage Area;
 Used Tire Storage Area; and
 Mobile Home Deconstruction Area.

2.2 Types of Waste
The Washington County Landfill facility accepts construction and demolition debris
(C&D) waste, wood waste, and other wastes/recyclables (i.e. white goods and tires).
These wastes are segregated and directed to on-site facilities for disposal or
processing/handling area as described in Section 2.5.

Washington County C&D Landfill Facility and Engineering Plan
December 2016 (Revised: May 2017) Page 2
2.3 Disposal Rates and Estimated Variances
Based on Solid Waste Management Annual Reports for the facility, the County disposed
of an average of 1,039 tons per year (average of approximately 4 tons per day based on
280 days of operation per year) of C&D over the past five reporting years (FY 2011-12
through FY 2015-16). Minimum and maximum disposal quantities were 778 tons (FY
2013-14) and 1,675 tons (FY 2011-12), respectively. The County previously set a
maximum disposal rate of 10,000 tons per year for the C&D landfill (average of 36
tons/day based on 280 operating days per year) as part of a local government approval
process performed in 2012.

Actual annual and daily amounts of C&D waste are expected to vary considerably. For
purposes of life expectancy calculations for the C&D landfill unit, an annual disposal
rate of 1,200 tons was assumed.

2.4 Service Area
The landfill facility serves Washington County.

2.5 Procedures for Waste Segregation
Wastes are segregated at the scale house. Operators at the scale house are trained to
classify and segregate the waste stream. C&D wastes are directed to the C&D landfill
unit. Wood/yard wastes will be directed toward the wood waste processing area. Tires
and white goods will be directed to the appropriate processing/handling area where they
will be temporarily stockpiled for collection by recycling contractors.

Employees at the landfill 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.

Refer also to the facility Operations Manual (Attachment E) for more information.

Washington County C&D Landfill Facility and Engineering Plan
December 2016 (Revised: May 2017) Page 3
2.6 Equipment Requirements
The County will maintain on-site equipment required to perform the necessary landfill
activities. Periodic maintenance of all landfill 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 S2 (Final Cover Grading and Drainage Plan) shows proposed final cover grades
for the development of the C&D landfill. The final cover side slopes will be at a 4H to 1V
slope, then transition at flatter slopes (5 to 10%) to the peak elevations.

The estimated gross and net operating capacities, disposal area, and life expectancy are
shown in Table 1. The net capacity for waste and corresponding life expectancy of each
landfill unit accounts for periodic and final cover. As noted in Section 2.3, life
expectancies were calculated based on a disposal rate of 1,200 tons per year.

3.2 Airspace Utilization Factor and Percentage of Periodic Cover Soil
The capacities obtained were based on gross capacities (which includes waste, periodic,
and intermediate cover) and an assumed airspace utilization factor (AUF) (tons of waste
disposed/volume filled) of 0.4 tons/cubic yard (tons/cy). AUF values are based on values
calculated for actual historical filling conditions at the landfill. Based upon the County’s
operations, it is assumed that about 10 percent gross volume of the landfill is filled with
periodic cover soil.

Note that changes in landfill operations (i.e. changes in the use of 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 Earthwork Quantities
The soils required to construct and operate the landfill units will be removed from on-
site borrow sources or will be imported from off-site. The excavation (cut) and
structural fill (fill) volumes for the remaining lateral expansion area are shown in Table
2.

Washington County C&D Landfill Facility and Engineering Plan
December 2016 (Revised: May 2017) Page 4
4.2 Periodic Cover
Assuming the previously mentioned periodic cover ratio of 10 percent, the required in-
place volume for use as periodic cover during operations of the landfill is shown in Table
2.

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

4.4 Soil Summary
The above soil quantities are summarized in Table 2. With the likely exception of
imported soils that will be required for the construction of the upper two feet of the
Phase 3 subgrade (reference Section 5.2), available on-site borrow sources are
anticipated to have an adequate supply of soil to meet the expected needs.

5.0 FACILITY DESIGN CRITERIA
The C&D landfill was designed in accordance with Section .0540 of the North Carolina
Administrative Code, Title 15A, Chapter 13, Subchapter 13B including the following
requirements:

5.1 Horizontal Separation Requirements
The horizontal separation requirement between the disposal boundary (edge of waste)
and the property lines is a minimum of 50 feet (as required for existing facilities) (the
minimum buffer for all phases actually exceeds 200 feet); the minimum buffer between
private residences and wells and the disposal boundary is 500 feet; and the minimum
buffer between any surface water (stream, river, creek) and the disposal boundary is 50
feet.

5.2 Vertical Separation Requirements
The landfill subgrade has previously been designed to meet the minimum requirement
of four (4) feet above the seasonal high groundwater table and bedrock. Additionally, the
soils making up the upper two feet of separation will consist of SC, SM, ML, CL, MH, or
CH soils per the Unified Soil Classification System (USCS).

Washington County C&D Landfill Facility and Engineering Plan
December 2016 (Revised: May 2017) Page 5
6.0 CONTAINMENT AND ENVIRONMENTAL CONTROL SYSTEMS
The following systems and elements are the basic containment and environmental controls for
the C&D landfill. Technical specifications and construction quality assurance requirements can
be found in Attachments C and D, respectively.

6.1 Landfill Subgrade
The subgrade elevations will be achieved by excavation or placement of compacted
structural fill (embankment). During excavation, a determination of unsuitable soils (i.e.
soils which are too soft, wet, or organic) will be made. Where unsuitable soils are found,
the soils will be undercut and backfilled with structural fill.

Structural fill will consist of on-site soils removed during excavation activities or
imported borrow soils, except that no OL or OH soils will be allowed.

Per State regulations, the upper 2 feet of the landfill subgrade must consist of SC, SM,
ML, CL, MH, or CH soils (per Unified Soil Classifications System). Verification of this
requirement will be performed during construction.

6.2 Final Cover System
The final cover system for the C&D landfill will consist of the following components (top-
down):

Regulatory Final Cover System (.0543 (c) (2)):
 an 18-inch thick vegetative soil layer; and
 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 (.0543(c)(3)):
Top Slopes (Typically 5 to 10%):
 a 24-inch thick vegetative soil layer;
 a drainage geocomposite;
 a 30-mil textured LLDPE geomembrane or geosynthetic clay liner (GCL);
and
 a 12-inch thick intermediate cover layer.

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

Washington County C&D Landfill Facility and Engineering Plan
December 2016 (Revised: May 2017) Page 6
The final cover system will be placed on prepared intermediate cover at a typical
maximum slope of 4H:1V (minimum slopes will be 5%). Landfill gas (LFG) vents and
surface water control devices will also be incorporated into the final cover. The final
cover surface will be vegetated upon completion of the final cover installation according
to the project seeding specifications.

Where applicable, 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.

A final cover infiltration analysis was performed to demonstrate that the proposed
alternative 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.

An analysis of the final cover drainage layer (drainage geocomposite) of the proposed
alternative final cover system is provided in Appendix A. This analysis focused on
determining the required transmissivity to maintain the peak head within the drainage
geocomposite. An analysis is also provided in Appendix A which shows that the upper
geotextile of the drainage geocomposite will perform acceptably as a filter when covered
with typical site soils.

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

A detailed discussion of site erosion and sedimentation control can be found in the
Erosion and Sedimentation Control Plan (Attachment G).

6.4 Landfill Gas Control
The landfill gas (LFG) control system for the C&D landfill will consist of vents placed
within the waste to passively vent the gas. Vents will be installed in conjunction with the
final cover system.

Washington County C&D Landfill Facility and Engineering Plan
December 2016 (Revised: May 2017) Page 7
6.5 Access and Roadways
The facility is accessed from Landfill Road. A scale and a scale house are located near
this entrance. Drawing S1 (Existing Conditions) shows this infrastructure.

All-weather access to active areas and monitoring locations will be provided.

7.0 SLOPE STABILITY AND SETTLEMENT
Evaluations of both the veneer stability of the alternative final cover system utilizing
geosynthetics (top slopes) as well as the slope stability of the overall waste mass of the C&D
landfill are provided in Appendix A. These evaluations indicate that the proposed final landfill
configuration will be stable. An evaluation of foundation settlement is also provided in Appendix
A. The results of the evaluation indicate that there will be minimal settlement and that vertical
separation criteria will be maintained.

Table 1 Total Operating Capacity and Life Expectancy
Fill Sequence Area
(Acres)
Gross Capacity
(CY)
Net (Waste) Capacity
(Tons)
Life Expectancy
(Years)1
Capacity Used
Capacity Used
(as of October 10,
2016)
3.27 68,299 26,380 -----
Capacity Remaining1
Phase 2 See
Above 8,843 3,537 2.9
Phase 3 0.74 14,634 5,854 4.9
Phase 4 Vertical
Expansion 12,983 5,193 4.3
Phase 5 Vertical
Expansion
42,317
(See Note 2) 11,751 9.8
Totals: 4.01 147,076 52,715 21.9

Note:
1. Capacity remaining and life expectancy shown above are from 10/10/2016. Life expectancies are
based on a disposal rate of 1,200 tons/year.
2. The gross capacity of Phase 5 includes the volume of the final cover system for the entire 4.01
acre landfill area.

Washington County C&D Landfill Facility and Engineering Plan
December 2016 (Revised: May 2017) Page 8
Table 2 Soil Summary
Material
Quantity (CY)
Phase 2 Phase 3 Phases 4-5 Total
Excavation ----- 970 ----- 970
Structural Fill ----- (1,855) ----- (1,855)
Periodic Cover (884) (1,463) (4,236) (6,583)
Vegetative Soil Layer ----- ----- (12,939) (12,939)
Total: (884) (2,348) (17,175) (20,407)

Note:
1. Quantities estimated from October 10, 2016.

Appendix A
Landfill Design Calculations

Facility and Engineering Plan
Washington County C&D Landfill
Washington County, North Carolina

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Washington County C&D Landfill Facility and Engineering Plan
December 2016 Appendix A: Table of Contents Page A1
Facility and Engineering Plan
Appendix A: Landfill Design Calculations

Table of Contents

1.0 Quantity Calculations:
 Capacity Evaluation (Density & Life Calcs.)
 Earthwork Quantities

2.0 Final Cover System Calculations:
 Final Cover Infiltration Analysis
 Final Cover Drainage Layer Analysis
 Filter Geotextile Analysis – Final Cover System

3.0 Slope Stability and Settlement Calculations:
 Final Cover Veneer Stability Evaluation
 Slope Stability Evaluation (Overall)
 Foundation Settlement Evaluation

Washington County C&D Landfill Facility and Engineering Plan
December 2016 Appendix A: Table of Contents Page A2

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ADDRESS TEL WEB
PROJECT SHEET 1 OF 12 DATECOMPUTED BY
SUBJECT JOB #CHECKED BY
OBJECTIVE:
ANALYSIS:
14 N. Boylan Avenue, Raleigh, NC 27603 919.828.0577 www.smithgardnerinc.com
Washington County C&D Landfill 12/2/2016PKS
Capacity Evaluation (Density & Life)WASH-16-1
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.
SMITH GARDNER, INC.WC CAPACITY LF DENSITY & LIFE 2016.xls
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SM
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WC CAPACITY LF DENSITY & LIFE 2016.xls
PROJECT SHEET
JOB #
SUBJECT DATECOMPUTED BYCHECKED BY
Waste & Periodic Cover Parameters:
Airspace Utilization Factor (AUF) (tcy) =0.40 (From Filling Rate and Density Calcs.)
Percentage of Periodic Cover =10
Volume Calculations:
Gross Capacity (Existing to Top of Intermediate Cover):
Volume From AutoCAD (cy) = 8,843 (Compared with October 10, 2016 Topo.)
(Based on Top of Intermediate Cover)
Adjustment For Other Layers (Add to Above):Area of Final Cover (Ac.) = 0
2 feet Vegetative Soil Layer = 0 cy
Sum = 0 cy
Gross Capacity Remaining (cy) =8,843
Net (Waste) Capacity:
Adjustment For Other Layers (Subtract from Above):Area of Final Cover (Ac.) = 0
2 feet Vegetative Soil Layer = 0 cy
Sum = 0 cy
Volume of Waste and Periodic Cover (cy) =8,843
Volume of Periodic Cover (cy) =(884)
Net (Waste) Capacity (tons) =3,537
Life Expectancy Calculations:
Life Expectancy (years) =2.9 Based on 1,200 Tons/Year
Washington County C&D Landfill 3/12
WASH-16-1Capacity Evaluation - Phase 2 12/2/2016PKS
SMITH GARDNER, INC.C&D - Phase 2 WC CAPACITY LF DENSITY & LIFE 2016.xls
PROJECT SHEET
JOB #
SUBJECT DATECOMPUTED BYCHECKED BY
Waste & Periodic Cover Parameters:
Airspace Utilization Factor (AUF) (tcy) =0.40 (From Filling Rate and Density Calcs.)
Percentage of Periodic Cover =10
Volume Calculations:
Gross Capacity (Existing to Top of Intermediate Cover):
Volume From AutoCAD (cy) = 14,634 (Compared with October 10, 2016 Topo. & Phase 3 Base Grades)
(Based on Top of Intermediate Cover)
Adjustment For Other Layers (Add to Above):Area of Final Cover (Ac.) = 0
2 feet Vegetative Soil Layer = 0 cy
Sum = 0 cy
Gross Capacity Remaining (cy) =14,634
Net (Waste) Capacity:
Adjustment For Other Layers (Subtract from Above):Area of Final Cover (Ac.) = 0
2 feet Vegetative Soil Layer = 0 cy
Sum = 0 cy
Volume of Waste and Periodic Cover (cy) =14,634
Volume of Periodic Cover (cy) =(1,463)
Net (Waste) Capacity (tons) =5,854
Life Expectancy Calculations:
Life Expectancy (years) =4.9 Based on 1,200 Tons/Year
Washington County C&D Landfill 4/12
WASH-16-1Capacity Evaluation - Phase 3 12/2/2016PKS
SMITH GARDNER, INC.C&D - Phase 3 WC CAPACITY LF DENSITY & LIFE 2016.xls
PROJECT SHEET
JOB #
SUBJECT DATECOMPUTED BYCHECKED BY
Waste & Periodic Cover Parameters:
Airspace Utilization Factor (AUF) (tcy) =0.40 (From Filling Rate and Density Calcs.)
Percentage of Periodic Cover =10
Volume Calculations:
Gross Capacity (Existing to Top of Intermediate Cover):
Volume From AutoCAD (cy) = 12,983 (Compared with October 10, 2016 Topo. & Phase 3 Fill Grades)
(Based on Top of Intermediate Cover)
Adjustment For Other Layers (Add to Above):Area of Final Cover (Ac.) = 0
2 feet Vegetative Soil Layer = 0 cy
Sum = 0 cy
Gross Capacity Remaining (cy) =12,983
Net (Waste) Capacity:
Adjustment For Other Layers (Subtract from Above):Area of Final Cover (Ac.) = 0
2 feet Vegetative Soil Layer = 0 cy
Sum = 0 cy
Volume of Waste and Periodic Cover (cy) =12,983
Volume of Periodic Cover (cy) =(1,298)
Net (Waste) Capacity (tons) =5,193
Life Expectancy Calculations:
Life Expectancy (years) =4.3 Based on 1,200 Tons/Year
Washington County C&D Landfill 5/12
WASH-16-1Capacity Evaluation - Phase 4 12/2/2016PKS
SMITH GARDNER, INC.C&D - Phase 4 WC CAPACITY LF DENSITY & LIFE 2016.xls
PROJECT SHEET
JOB #
SUBJECT DATECOMPUTED BYCHECKED BY
Waste & Periodic Cover Parameters:
Airspace Utilization Factor (AUF) (tcy) =0.40 (From Filling Rate and Density Calcs.)
Percentage of Periodic Cover =10
Volume Calculations:
Gross Capacity (Existing to Top of Intermediate Cover):
Volume From AutoCAD (cy) = 29,378 (Compared with October 10, 2016 Topo. & Phase 4 Fill Grades)
(Based on Top of Intermediate Cover)
Adjustment For Other Layers (Add to Above):Area of Final Cover (Ac.) = 4.01
2 feet Vegetative Soil Layer = 12,939 cy
Sum = 12,939 cy
Gross Capacity Remaining (cy) =42,317
Net (Waste) Capacity:
Adjustment For Other Layers (Subtract from Above):Area of Final Cover (Ac.) = 4.01
2 feet Vegetative Soil Layer =(12,939)cy
Sum =(12,939)cy
Volume of Waste and Periodic Cover (cy) =29,378
Volume of Periodic Cover (cy) =(2,938)
Net (Waste) Capacity (tons) =11,751
Life Expectancy Calculations:
Life Expectancy (years) =9.8 Based on 1,200 Tons/Year
Washington County C&D Landfill 6/12
WASH-16-1Capacity Evaluation - Phase 5 12/2/2016PKS
SMITH GARDNER, INC.C&D - Phase 5 WC CAPACITY LF DENSITY & LIFE 2016.xls
8

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ADDRESS TEL WEB
PROJECT SHEET 1 OF 3 DATECOMPUTED BY
SUBJECT JOB #CHECKED BY
OBJECTIVE:
ANALYSIS:
PKS
Earthwork Quantities WASH-16-1
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.
14 N. Boylan Avenue, Raleigh, NC 27603 919.828.0577 www.smithgardnerinc.com
Washington County C&D Landfill 12/2/2016
SMITH GARDNER, INC.WC EARTHWORK.xls
PROJECT SHEET 2/3
JOB # WASH-16-1
SUBJECT DATE 12/2/2016
COMPUTED BY PKS
CHECKED BY
Area
(Acres) Cut (CY) Fill (CY)
2.34 ----- ----- ----- -----
0.93 ----- ----- 884 -----
0.74 970 1,855 1,463 -----
----- ----- ----- 1,298 -----
----- ----- ----- 2,938 12,939
4.01 970 1,855 6,583 12,939
(20,407)
Vegetative Soil
Layer (CY)
Phase 1
Phase 2
Phase 3
Phase 4
Washington County C&D Landfill
Earthwork Quantities - Summary
Landfill Unit
General Earthwork
Phase 5
Totals (CY) =
Soil Balance (CY) =
Periodic Cover
(CY)
SMITH GARDNER, INC.Summary WC EARTHWORK.xls
3

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3

This page intentionally left blank.
PROJECT Washington County C&D Landfill

SUBJECT Final Cover Drainage Layer Analysis
SHEET 1 OF 3
JOB NO. WASH-11-1
DATE 11/8/11
COMPUTED BY PKS
CHECKED BY
Objective To evaluate the required transmissivity for the drainage geocomposite placed in the final cover
system.
Reference Richardson, G.N., Giroud, J-P., and Zhao, A. (2000), Design of Lateral Drainage Systems for
Landfills, Tenax Corp., Baltimore.
Analysis Step 1:
Determine the required transmissivity (θreqd) of the drainage geocomposite based on the following
equation:
(Richardson et. al. Eq. 4-6 Mod.)θ β
β
ββreqd
dc n dc n dc n
RFqLi RFqL RFqL== =sin
cos
sin tan
where: θreqd = required transmissivity (m3/m/sec)
RFdc = drainage geocomposite reduction factor (See Note 1)
qn = fluid input rate/impingement rate (m/s) (See Note 2)
L = flow length/drain spacing (horizontally projected) (m)
β = slope angle of final cover (degrees).
Notes:
1. Based on the recommendations of Richardson, Giroud, & Zhao, use RFdc = 6 for steeper
slopes where veneer stability is key (i.e. 5H:1V or steeper). Lesser reduction factors are
appropriate where there are shallow slopes.
2. Typically the impingement into the drainage geocomposite is determined by the lessor of:
a. Permeability of the overlying vegetative soil layer(kveg) or
b. Design rainfall.
Per Richardson,Giroud, & Zhao, use qn = kveg except in arid/semi-arid areas.
Step 2:
Determine the required transmissivity test parameters:
- Normal Stress (cover thickness x unit weight of cover soil) and
- Hydraulic Gradient (equals slope of cover system).

FCS DRAIN LAYER.WPD
RICHARDSON SMITH GARDNER & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]
PROJECT Washington County C&D Landfill
SUBJECT Final Cover Drainage Layer Analysis
SHEET 2 OF 3
JOB NO. WASH-11-1
DATE 11/8/11
COMPUTED BY PKS
CHECKED BY
Step 3:
Calculate the required total flow capacity (Q) of the drain based on the following equation:
QqAn=
where:Q = flow capacity (cfs)
qn = impingement (ft/s)
A = total area served by the drain (= L x DL) (ft2)
DL = length of drain between outlet locations (ft).
Step 4:
After finding Q for each drain, the designer shall select the appropriate type and size of drain.
RICHARDSON SMITH GARDNER & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]
RICHARDSON SMITH GARDNER & ASSOCIATES SHEET:
Engineering and Geological Services JOB #:
14 N. Boylan Avenue Tel: [phone] DATE:
Raleigh, NC 27603 Fax: [phone] BY:
CHKD BY:
Washington County C&D Landfill
Final Cover Drainage Layer Analysis

Input Parameters:
Side Slope Angle (β):5.7 degrees (10%)
Impingement (qn):0.0001 cm/sec (= Permeability of Vegetative Soil Layer) (Conservative)
Drain Spacing (L): 75 ft (= Horizontally Projected Distance Up & Down Slope)
(Per Richardson, Giroud, & Zhao Recommendations)
RFintrusion:1.1
RFcreep:1.2
RFchemical clogging:1.1
RFbiological clogging:1.3
Overall Factor of Safety: 2.0
3.5
Drain Length (DL): 200 ft (= Distance Across Slope at Toe)
Final Cover: Thickness: 1.5 ft
Unit Weight:110 pcf
Note:Spreadsheet Converts Units as Required.

Transmissivity Requirements:
Determine Minimum Transmissivity:
θ min =8.0E-04 m3/m/sec = 3.9 gpm/ft
Determine Transmissivity Test Parameters:
Min. Normal Stress = 165.0 psf
Hydraulic Gradient = 0.10
Determine Required Drain Capacity:
Calculate Required Total Flow Capacity:
Q = 0.05 cfs *Based on 200 foot spacing between outlets.
Reduction Factors for Drainage
Geocomposite:
Reduction Factor for Drainage Geocomposite in Final Cover
(RF dc ):
3/3
WASH-11-1
11/8/11
PKS
Richardson Smith Gardner & Associates, Inc.FCS DRAIN LAYER.xls

This page intentionally left blank.
PROJECT Washington County C&D Landfill
SUBJECT Filter Geotextile Analysis - Final Cover System
SHEET 1 OF 7
JOB NO. WASH-11-1
DATE 11/8/11
COMPUTED BY PKS
CHECKED BY
Objective To determine the maximum geotextile apparent opening size (AOS) to provide proper retention
to protect drainage media from piping and clogging from adjacent soil. Additionally, to
determine the minimum required geotextile permittivity to provide proper drainage from the
adjacent soil. Geotextile filtration properties must be selected based on the up-gradient soil
gradation and plasticity and site specific hydraulic conditions.
References Bhatia, S.K. and Huang, Q. (1995), “Geotextile Filters for Internally Stable/Unstable Soils”,
Geosynthetics International, Vol. 2, No. 3, pp. 537-565.
Koerner, Robert M. (1999), Designing with Geosynthetics, 4th Ed., Prentice-Hall Inc., Englewood
Cliffs, NJ, pp. 84-91.
Mirafi - Geotextile Filter Design, Application, and Product Selection Guide, Ten Cate Nicolon
Corp. (www.mirafi.com).
Richardson, G.N., Giroud, J-P., and Zhao, A. (2000), Design of Lateral Drainage Systems for
Landfills, Tenax Corp., Baltimore.
Assumption The design criteria given assume that the soil is “set” in intimate contact with the geotextile.
Background From Richardson et. al.:
For the purposes of filtration design, soils can be characterized as stable or unstable. Stable soils
perform an internal filtration process that limits migration of fines within the soil. Typically,
these soil types include well-graded soils. Unstable soils are those which cannot perform self-
filtration (i.e. they have the potential to pipe internally). They may include gap-graded, broad-
graded, and other highly erodible soils. In gap-graded soils, there exists a coarse and fine
fraction, but very little medium fraction. If there is an insufficient quantity of soil particles in the
medium fraction, fine soil particles pipe through the coarse fraction. In broad-graded soils, the
gradation is distributed over a very wide range of particle sizes such that fine soil tends to pipe
through coarser particles.
Analysis
1. Define Application and Function of Geotextile:
Define the application and function of the geotextile (i.e. where the geotextile is to be used and
whether retention or permeability is the key function of the material) and also the confining stress
(i.e. high - leachate collection system; low - final cover system) and flow conditions (i.e. steady-
state - landfill drains; dynamic - shoreline protection).
GT FILTER.WPD
RICHARDSON SMITH GARDNER & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]
PROJECT Washington County C&D Landfill
SUBJECT Filter Geotextile Analysis - Final Cover System
SHEET 2 OF 7
JOB NO. WASH-11-1
DATE 11/8/11
COMPUTED BY PKS
CHECKED BY
2. Evaluate Soils Information:
For representative soils, evaluate grain size and plasticity information. From the grain size
curves determine the coefficients of uniformity and curvature as follows:
C d
du=60
10
where: Cu = coefficient of uniformity (quantifies the distribution of particle sizes)
Cc = coefficient of curvature (identifies internal soil stability)
dx = the diameter at which x percent of the soil is finer
For Cu < 4, the soil is uniformly-graded; for 4 < Cu < 20, the soil is well-graded; and for Cu > 20,
the soil is broad-graded. Uniformly-graded and broad-graded soils require careful analysis. Gap-
graded soils which have a coarse and fine fraction, but limited medium fraction are of particular
concern and should be avoided. Gap-graded soils are readily identified by the appearance of the
grain size curve. For 1 < Cc < 3, the soil should be internally stable (Bhatia and Huang state that
soils having Cc < 7 are internally stable.).
Additionally, in general, particles do not move within soils having a plasticity index (PI) greater
than 15% so there is no clogging potential (Richardson et. al.).
3. Selection of Soil Retention Requirements (Maximum AOS):
To determine the maximum AOS, use the method given in Koerner/Mirafi (after Luettich) and
the method given in Bhatia and Huang. For the AOS determined by either method, the following
shows the relationship between opening size and the corresponding U.S. sieve number (with
typical non-woven geotextile information as shown).
Opening Size (mm) U.S. Sieve
0.150 100 (most 8 to 16 oz/sy non-wovens)
0.180 80
0.212 70 (most 4 to 6 oz/sy non-wovens)
0.250 60
0.300 50
0.425 40
0.600 30
RICHARDSON SMITH GARDNER & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]
()C d
ddc=×
30
2
10 60
PROJECT Washington County C&D Landfill
SUBJECT Filter Geotextile Analysis - Final Cover System
SHEET 3 OF 7
JOB NO. WASH-11-1
DATE 11/8/11
COMPUTED BY PKS
CHECKED BY
- Luettich Method:
For steady-state conditions, use the chart below.
- Bhatia and Huang Method:
Bhatia and Huang developed the following retention criteria:
For n > 60%:Cc < 7
Cc > 7
For n < 60%:
where: O95 = apparent opening size
n = geotextile porosity (%) (for non-woven geotextiles this value is typically
70 to 90%)
4. Determine Geotextile Permittivity Requirements:
Determine the geotextile permittivity requirements:
(sec-1)Ψ=k
t
g
g
where: Ψ = minimum required geotextile permittivity (sec-1)
kg = minimum allowable geotextile permeability (cm/sec)
kikgSS≥
tg = geotextile thickness under design load (cm)
iS = hydraulic gradient (use 1.5 for landfills)
kS = permeability of retained soil (cm/sec).
5. Other Considerations:
Other things to consider in the design of a filter geotextile include anti-clogging requirements and
survivability/durability requirements. For anti-clogging, it is generally best to use the largest
AOS that satisfies the retention criteria. For non-woven geotextiles used in landfill applications,
an AOS of 0.21 mm (No. 70 sieve) is typically the largest AOS that is available. For
survivability/durability concerns, generally an adequately UV stabilized geotextile made from
polypropylene or polyester with an AASHTO M288 Strength Class of 2 is suitable for use in
subsurface drainage applications.
RICHARDSON SMITH GARDNER & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]
()Od Cc95 85
271 036<−..
()Od Cc95 85
065 005<−..
Od95 85
<
PROJECT Washington County C&D Landfill
SUBJECT Filter Geotextile Analysis - Final Cover System
SHEET 4 OF 7
JOB NO. WASH-11-1
DATE 11/8/11
COMPUTED BY PKS
CHECKED BY
Ref: Mirafi (After Luettich)
RICHARDSON SMITH GARDNER & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]
RICHARDSON SMITH GARDNER & ASSOCIATES SHEET:5/7
Engineering and Geological Services JOB #: WASH-11-1
14 N. Boylan Avenue Tel: [phone] DATE: 11/8/11
Raleigh, NC 27603 Fax: [phone] BY:PKS
CHKD BY:
Washington County C&D Landfill - Final Cover
Filter Geotextile Analysis (Final Cover System)
Application:
Primary Function:Retention
Relative Confining Stress:Low
Flow Conditions:Steady-State
B-1 (3.5 - 5') B-4 (1 - 2.5')
Tan-Brown Fine Sand Lt. Gray & Brown Fine Sand
Soil Type: SP SP
d85: 0.600 0.330
d60: 0.410 0.280
d50: 0.400 0.260
d30: 0.310 0.220
d20:0.260 0.180
d10:0.180 0.110
PI: 0 0
Cu :2.28 2.55
Use Caution - Soil is
Uniform Graded!
Use Caution - Soil is
Uniform Graded!
Cc 1.30 1.57
----------
NA NA
Soil is Stable Soil is Stable
Draw straight line through
d60 and d30 to obtain C'u.
Draw straight line through
d60 and d30 to obtain C'u.
d'100: 0.630 0.370
d'50: 0.400 0.260
d'0: 0.220 0.200
C'u (When Applicable):1.69 1.36
Soil is Uniformly Graded. Soil is Uniformly Graded.
MM
1.015 0.530
No. 30 Sieve No. 40 Sieve
----- -----
Soil is Stable. Soil is Stable.
Geotextile Porosity (%): 80 80
1.345 0.708
No. 30 Sieve No. 30 Sieve
Required Geotextile Properties: ----- -----
Hydraulic Gradient (is):1.5 1.5
1.0E-04 1.0E-04
1.5E-04 1.5E-04
Geotextile Thickness (tg) (cm):0.25 0.25
0.0006 0.0006
*Note: Spreadsheet assumes retention application in using the Luettich Method.
Internal Soil Stability:
Recommended Max. AOS (mm):
Recommended Maximum AOS
(mm) (When Applicable):
Pa
r
t
i
c
l
e

S
i
z
e

(
m
m
)
Luettich Method:*
Bhatia & Huang Method:
Pa
r
t
i
c
l
e

S
i
z
e

(m
m
)

f
o
r

De
t
e
r
m
i
n
i
n
g

C'u
Final Cover Drainage Geocomposite
Estimated Soil Permeability (ks)
(cm/sec):
Min. Allowable Geotextile
Permeability (kg) (cm/sec):
Min. Required Geotextile
Permittivity (Ψ) (sec-1):
Soil Evaluated
Soil Relative Density (ID) (Loose
(L), Medium (M), Dense (D) (When Applicable):
Recommended Maximum AOS
(mm) (When Applicable):
Soil Description:
Soil Dispersion (When Applicable):
Internal Soil Stability (When
Applicable):
Richardson Smith Gardner & Associates, Inc.FCS DGC GT FILTER.xls

This page intentionally left blank.
ADDRESS TEL WEB
PROJECT SHEET 1 OF 2 DATECOMPUTED 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 failureks=
γ c = unit weight of final cover material(s) (pcf)
γw = unit weight of water (62.4 pcf) (pcf)
c = cohesion/adhesion along assumed failure surface (psf)
= interface friction angle along assumed failure surface (degrees)Z c = depth of final cover (depth to failure surface) (ft)dw =
β = slope angle of final cover (degrees)
2. Determine minimum interface shear strength as follows:
where:= interface shear strength (lbs)
= normal load (psf)
= interface friction angle (min. value from analysis or greater)c = cohesion/adhesion (min. value from analysis or greater)
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
Washington County C&D Landfill
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) = 1.5FSmin(Seismic) = 1.0 (If Applicable)
12/2/2016
PKS
Final Cover Veneer Stability Evaluation WASH-16-1
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.

FS sistingForce
DrivingForce
c
z
zd
z k
k
cc
wc w
cc
s
s





Re cos tan tan tan
tan



2 1
uzdwc w

tan c
SMITH GARDNER, INC.WC STABILITY FCS.xls
PROJECT SHEET
JOB #
SUBJECT DATECOMPUTED BYCHECKED BY
Input Parameters:
Side Slope Angle ():9.5 degrees (6.0H:1V Slope)Much Steeper than Top Areas
Final Cover:Thickness (z c):2.0 ft
Unit Weight (c):110 pcf
Cohesion/Adhesion (c):0 psf
Depth to Seepage (dw):1.5 ft (= z if Slope is Dry)Assumes 6" Head Pressure on Top
or 6" Gas Pressure on Bottom
Seismic Coefficient (k s):0 Static Conditions
0.10 Seismic Conditions (= Peak Ground Acceleration For The Site)
(Conservative - per Lat/Long and 2014 USGS Information, actual value is 0.04)Required Factors of Safety:Static:1.5
Dynamic:1.0
Static Conditions:
Resisting DrivingForce Force FS Comment
0.23 0.17 1.37 NO GOOD
0.25 0.17 1.47 NO GOOD
0.26 0.17 1.57 OK0.27 0.17 1.64 OK0.28 0.17 1.67 OK
0.30 0.17 1.77 OK
Seismic Conditions:
Resisting DrivingForce Force FS Comment
0.23 0.27 0.84 NO GOOD
0.24 0.27 0.90 NO GOOD0.26 0.27 0.96 NO GOOD0.27 0.27 1.00 OK
0.27 0.27 1.02 OK
0.29 0.27 1.08 OK Minimum Interface Shear Strength Requirements:
Cohesion/Adhesion (c ) (From Above) =0 psfInterface Friction Angle () =17.7 degrees (Use Min. Value From Above or Greater)

500 160
Washington County C&D Landfill 2/2
WASH-16-1
Final Cover Veneer Stability Evaluation 12/2/2016PKS
Interface ShearNormal Load ()
(psf) Strength () (psf)
100 32
200 64
15161717.7
18
19
17.7
18
19
InterfaceFriction Angle ()(degrees)
Interface
Friction Angle ()(degrees)
15
1617
SMITH GARDNER, INC.WC STABILITY FCS.xls

This page intentionally left blank.
PROJECT Washington County C&DLF - Phases 1-6
SUBJECT Foundation Settlement Evaluation
SHEET 1 OF 9
JOB NO. WASH-11-1
DATE 11/7/11
COMPUTED BY PKS
CHECKED BY
Objective To estimate the total and differential foundation settlements due to the weight of the planned
waste and embankment loads. The resulting post-settlement slopes are evaluated to ensure that 1)
positive drainage is maintained toward collection piping and/or sumps and 2) the maximum
tensile strains in the liner system do not exceed allowable values.
References Holtz, R.D., & Kovacs, W.D. (1981), An Introduction To Geotechnical Engineering, Prentice-
Hall, Englewood Cliffs, NJ, Chapters 8 and 9.
Ohio EPA - Geotechnical Resource Group (2004), “Geotechnical and Stability Analyses for Ohio
Waste Containment Facilities”, Ohio EPA, Columbus, Ohio, Chapter 6.
Quian, X., Koerner, R.M., & Gray, D.H. (2001), Geotechnical Aspects of Landfill Design and
Construction, Prentice Hall, Upper Saddle River, N.J., pp. 310, 469-473.
Assumptions 1. Vertical stresses acting on the liner are assumed to be one-dimensional (1-D).
2. Assumptions for soil properties are listed in the attached spreadsheet.
Analysis The following approach is used to perform the evaluation:
1. Identify the critical cross section(s) to be evaluated (maximum waste fill, minimum liner
slopes, etc.).
2. Select points along each cross section to perform calculations (points of grade breaks in final
cover and/or liner system).
3. For each calculation point, determine the subsurface profile beneath the liner system and
separate into distinct layers (thickness and material properties) (Include structural fill where
applicable).
4. For each calculation point, determine the stresses acting on the midpoint of each layer both
before and after liner construction.
5. For each calculation point, determine the stress change at the liner. Take into account the
stress decrease due to excavation (where applicable) and the stress increase due to waste
loads.
6. Calculate elastic settlements for each granular soil layer using the equations below.
7. Calculate consolidation (primary and secondary) settlements for each clay/silt soil layer using
the equations below.
8. Calculate total settlements at each calculation point and resulting post-settlement slopes and
liner strain between each point. Verify that slopes meet or exceed the minimum allowable
slope. Verify that tensile strains do not exceed allowable values.
SETTLEMENT 1D.WPD
RICHARDSON SMITH GARDNER & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]
S p
M He
S
=∆
M E
S
SS
SS
=−
+−
()
()( )
1
112
υ
υυ
for p p pOmp''+≥∆
SHC p
p C pp
pCr
mp
o
c
o
mp
=++⎛
⎝⎜⎜
⎞
⎠⎟⎟εεlog'
'log '
'
∆
for p p pOmp''+<∆
SHC pp
pCr
o
o
=+⎛
⎝⎜⎞
⎠⎟ε log '
'
∆
C C
er
r
o
ε =+1
PROJECT Washington County C&DLF - Phases 1-6
SUBJECT Foundation Settlement Evaluation
SHEET 2 OF 9
JOB NO. WASH-11-1
DATE 11/7/11
COMPUTED BY PKS
CHECKED BY
Calculations
- Elastic Settlement Equation:
where:Se = elastic settlement (ft)
∆p = net stress change acting on middle of soil layer (psf)
Ms = constrained modulus of soil (psf)
Es = elastic modulus of soil (psf)
νs = Poisson’s ratio of soil
H = initial thickness of soil layer (ft).
- Primary Consolidation Settlement Equations:
where:SC = primary consolidation settlement (ft)
H = initial thickness of soil layer (ft)
p’mp = maximum past consolidation pressure (psf)
p’o = effective vertical stress in middle of soil layer afer excavation, but before
loading (psf)
∆p = net stress change acting on middle of soil layer (psf).
Crε = modified recompression index
Ccε = modified primary compression index
RICHARDSON SMITH GARDNER & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]
C C
ec
c
o
ε =+1
SCH t
tss
s
pf
=ε log
t TH
Cpf
Vt
V
=∗2
ForU T
U
ForU T U
V
V
<=⎛
⎝⎜⎞
⎠⎟
≥=− −
60%:4100
60%: 1781 0933 100
2π%
..log( %)
S SSSTotal e c s
=++
PROJECT Washington County C&DLF - Phases 1-6
SUBJECT Foundation Settlement Evaluation
SHEET 3 OF 9
JOB NO. WASH-11-1
DATE 11/7/11
COMPUTED BY PKS
CHECKED BY
Cr = recompression index
Cc = primary compression index
eO = initial void ratio
- Secondary Consolidation Settlement Equation:
where:Ss = secondary consolidation settlement (ft)
Csε = modified secondary compression index
H = initial thickness of soil layer (ft)
ts = time over which secondary settlement is to be calculated (typ. this is a
max. of 100 years plus the max. time to complete primary consolidation)
tpf = time to complete primary consolidation
TV = dimensionless time factor associated with the time it takes for primary
consolidation settlement to be completed
Ht = maximum length of drainage in the consolidating layer (= H for single-
drained; = 0.5H for double-drained)
CV = coefficient of consolidation (ft2/year)
U = percent of primary consolidation (%) (typ. max. is 99.999; results in TV =
4.58).
- Total Settlement Equation:
where:STotal = total settlement (ft)
Se = elastic settlement (ft)
SC = primary consolidation settlement (ft)
Ss = secondary consolidation settlement (ft).
RICHARDSON SMITH GARDNER & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]
E LL
LT
fo
o
=−x100
PROJECT Washington County C&DLF - Phases 1-6
SUBJECT Foundation Settlement Evaluation
SHEET 4 OF 9
JOB NO. WASH-11-1
DATE 11/7/11
COMPUTED BY PKS
CHECKED BY
- Liner Strain Equation:
where:ET = total strain (%) (“+” = tension; “-“ = compression)
Lo = original distance separating two adjacent calculation points (ft)
Lf = final distance separating two adjacent calculation points after settlement
is complete (ft).
RICHARDSON SMITH GARDNER & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]
RICHARDSON SMITH GARDNER & ASSOCIATES SHEET:
Engineering and Geological Services JOB #:
14 N. Boylan Avenue Tel: [phone] DATE:
Raleigh, NC 27603 Fax: [phone] BY:
CHKD BY:
Washington County C&D Landfill - Phases 1-6
Settlement Analysis Cross Section No.: Worst Case Point
Soils Information:(Note: When elastic or consolidation settlement is not applicable to a particular layer, enter "NA" for requested parameters.)
Natural
Dry Moisture Wet
Soil Unit Wt. Content Unit Wt.Es Ms
Layer (pcf) (%) (pcf) (psf)νs (psf) OCR Ccε Crε Csε
1 110.0 15.0 126.5 360,000 0.30 484,615 NA NA NA NA
2 110.0 15.0 126.5 200,000 0.30 269,231 NA NA NA NA
3
4
5
6
7
8
9
10
Waste Information:
Average Unit Weight, γ Waste (pcf) =50 Conservative for Waste plus Periodic Cover
Assumptions:
Layer 1:
Dry Unit Weight (pcf): 100.0 (Assumed)
Natural moisture content (%), wn :15.0 (Assumed)
Young's Modulus, ES (psf):360,000 (Based on Das Table 3.6 for Medium Dense Sand - Low End Value)
Poisson's Ratio, νs:0.3 (Based on Das Table 3.6)
Layer 2:
Dry Unit Weight (pcf): 100.0 (Assumed)
Natural moisture content (%), wn :15.0 (Assumed)
Young's Modulus, ES (psf):220,000 (Based on Bowles Table 2-7 for Silt - Avg Value)
Poisson's Ratio, νs:0.3 (Assumed)
Consolidation Settlement
Parameters
Sandy & Clayey Silts (Ncor = 10)
Description
Medium to Dense Sands (Ncor = 25)
Elastic Settlement
Parameters
5/9
WASH-11-1
11/7/11
PKS
G.N. Richardson & Associates, Inc.Worst Case Point
Page 1 of 5
WC C&D Settlement.xls
SHEET:
JOB #:
DATE:
BY:
CHKD BY:
Settlement Points - Location Information:
123456789101112
Position: 0
Original Ground Surface Elevation (ft) = 10.0
Avg. Unit Wt. of Soil Excavated (pcf) = 110.0
Top of Landfill Elevation (ft) = 46.0
Top of Liner Elevation (ft) = 8.5
Top of Groundwater Elevation (ft) = 4.0
Layer 1:Thickness (ft) = 30.0
Elevation of Mid Point (ft) = -6.5(Before Liner Construct.) p'o at Mid Point (psf) =1,407
p'mp at Mid Point (psf) =NA
(After Liner Construct.) p'o at Mid Point (psf) =1,242
Layer 2:Thickness (ft) = 20.0
Elevation of Mid Point (ft) = -31.5(Before Liner Construct.) p'o at Mid Point (psf) =3,010
p'mp at Mid Point (psf) =NA
(After Liner Construct.) p'o at Mid Point (psf) =2,845
Layer 3:Thickness (ft) =
Elevation of Mid Point (ft) =
(Before Liner Construct.) p'o at Mid Point (psf) =
p'mp at Mid Point (psf) =
(After Liner Construct.) p'o at Mid Point (psf) =
Layer 4:Thickness (ft) =
Elevation of Mid Point (ft) =
(Before Liner Construct.) p'o at Mid Point (psf) =
p'mp at Mid Point (psf) =
(After Liner Construct.) p'o at Mid Point (psf) =
Layer 5:Thickness (ft) =
Elevation of Mid Point (ft) =
(Before Liner Construct.) p'o at Mid Point (psf) =
p'mp at Mid Point (psf) =
(After Liner Construct.) p'o at Mid Point (psf) =
Layer 6:Thickness (ft) =
Elevation of Mid Point (ft) =(Before Liner Construct.) p'o at Mid Point (psf) =
p'mp at Mid Point (psf) =
(After Liner Construct.) p'o at Mid Point (psf) =
Layer 7:Thickness (ft) =
Elevation of Mid Point (ft) =(Before Liner Construct.) p'o at Mid Point (psf) =
p'mp at Mid Point (psf) =
(After Liner Construct.) p'o at Mid Point (psf) =
Layer 8:Thickness (ft) =
Elevation of Mid Point (ft) =
(Before Liner Construct.) p'o at Mid Point (psf) =
p'mp at Mid Point (psf) =
(After Liner Construct.) p'o at Mid Point (psf) =
Layer 9:Thickness (ft) =
Elevation of Mid Point (ft) =
(Before Liner Construct.) p'o at Mid Point (psf) =
p'mp at Mid Point (psf) =
(After Liner Construct.) p'o at Mid Point (psf) =
Layer 10:Thickness (ft) =
Elevation of Mid Point (ft) =
(Before Liner Construct.) p'o at Mid Point (psf) =
p'mp at Mid Point (psf) =
(After Liner Construct.) p'o at Mid Point (psf) =
Point
6/9
WASH-11-1
11/7/11
Parameter
PKS
G.N. Richardson & Associates, Inc.Worst Case Point
Page 2 of 5
WC C&D Settlement.xls
SHEET:
JOB #:
DATE:
BY:
CHKD BY:
Stress Change, ∆p, at Liner:
123456789101112
Stress Decrease From Excavation (psf) = 165
Stress Increase From Waste Load (psf) = 1,875Net Stress Increase/Decrease, ∆p (psf) =1,710
Elastic Settlement:
123456789101112
Elastic Settlement (ft):
Layer 1:Se =0.11
Layer 2:Se =0.13
Layer 3:Se =
Layer 4:Se =
Layer 5:Se =
Layer 6:Se =
Layer 7:Se =
Layer 8:Se =
Layer 9:Se =
Layer 10:Se =
Total Elastic Settlement (ft) = 0.23
Elastic Settlement Equation:
Primary Consolidation Settlement:
123456789101112
Primary Consolidation Settlement (ft):
Layer 1:Sc =NA
---
Layer 2:Sc =NA
---
Layer 3:Sc =
Layer 4:Sc =
Layer 5:Sc =
Layer 6:Sc =
Layer 7:Sc =
Layer 8:Sc =
Layer 9:Sc =
Layer 10:Sc =
Total Primary Consol. Settlement (ft) = 0.00
Primary Consolidation Settlement Equations:
For primary recompression and compression (designated C):For primary recompression only (designated R):
Point
Point
Point
7/9
WASH-11-1
PKS
11/7/11
Parameter
Parameter
Parameter
SHC p
p C pp
pCr
mp
o c
o
mp
=++⎛
⎝⎜⎜
⎞
⎠⎟⎟εεlog'
'log '
'
∆SHC pp
pCr
o
o
=+⎛
⎝⎜⎞
⎠⎟ε log '
'
∆
Se p
M H
S
=∆
G.N. Richardson & Associates, Inc.Worst Case Point
Page 3 of 5
WC C&D Settlement.xls
SHEET:
Secondary Consolidation Settlement:JOB #:
DATE:
Assumed % Primary Consolidation (U) = 99.999 (Max. = 99.999)BY:
Tv (dimensionless) =4.58 CHKD BY:
ts = tpf + "X" (years) =100
123456789101112
Secondary Consolidation Settlement (ft):
Layer 1:Drainage* = 1
Ht (ft) =30.0
Cv (in2/min) =0.000
tpf (years) =0.0
Ss =NA
Layer 2:Drainage* = 1
Ht (ft) =20.0
Cv (in2/min) =0.000
tpf (years) =0.0
Ss =NA
Layer 3:Drainage* =
Ht (ft) =
Cv (in2/min) =
tpf (years) =
Ss =
Layer 4:Drainage* =
Ht (ft) =
Cv (in2/min) =
tpf (years) =
Ss =
Layer 5:Drainage* =
Ht (ft) =
Cv (in2/min) =
tpf (years) =
Ss =
Layer 6:Drainage* =
Ht (ft) =
Cv (in2/min) =
tpf (years) =
Ss=
Layer 7:Drainage* =
Ht (ft) =
Cv (in2/min) =
tpf (years) =
Ss=
Layer 8:Drainage* =
Ht (ft) =
Cv (in2/min) =
tpf (years) =
Ss=
Layer 9:Drainage* =
Ht (ft) =
Cv (in2/min) =
tpf (years) =
Ss=
Layer 10:Drainage* =
Ht (ft) =
Cv (in2/min) =
tpf (years) =
Ss=
Total Sec. Consol. Settlement (ft) = 0.00
* Single-Drained = 1; Double-Drained = 2
Secondary Consolidation Settlement Equation:
11/7/11
PKS
Point
8/9
WASH-11-1
Parameter
SCH t
tss
s
pf
=ε log
G.N. Richardson & Associates, Inc.Worst Case Point
Page 4 of 5
WC C&D Settlement.xls
SHEET:
JOB #:
DATE:
BY:
CHKD BY:
Total Settlement:
123456789101112
Total Settlement (ft):
Layer 1:STotal=0.11
Layer 2:STotal=0.13
Layer 3:STotal=
Layer 4:STotal=
Layer 5:STotal=
Layer 6:STotal=
Layer 7:STotal=
Layer 8:STotal=
Layer 9:STotal=
Layer 10:STotal=
Total Settlement (ft) = 0.23
Total Settlement Equation:
Liner Slopes & Liner Strain:
Min. Post-Settlement Liner Slope (%) = 0.5 N/A
Max. Liner Strain (%) = 0.5 N/A
123456789101112
Position: 0
Before Settlement:
Top of Liner Elevation (ft) = 8.5
Slope of Liner (%) (+ up;- down)= -----
Length Along Liner (Lo) Bet. Points (ft) =-----
After Settlement:
Top of Liner Elevation (ft) = 8.3
Slope of Liner (%) (+ up; - down)= -----
Slope Change (%) (+ steeper; - flatter)= -----
Length Along Liner (Lf) Bet. Points (ft) =-----
Liner Strain (ET) (%) (+ tension; - comp.)=-----
Comments:
Liner Slope: -----
Liner Strain: -----
Liner Strain Equation:
9/9
Parameter
Parameter
Point
WASH-11-1
11/7/11
PKS
Point
E LL
LT
fo
o
=−x100
SSSSTotal e c s
=++
G.N. Richardson & Associates, Inc.Worst Case Point
Page 5 of 5
WC C&D Settlement.xls

This page intentionally left blank.

Technical Specifications

Washington County C&D Landfill
Washington County, North Carolina

Prepared for:

Washington County
Plymouth, North Carolina

December 2016
Revised: May 2017

© 2017 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

This page intentionally left blank.

Washington County C&D Landfill Technical Specifications
December 2016 (Revised: May 2017) Table of Contents Page i
Washington County C&D Landfill
Washington County, North Carolina

Technical Specifications

Table of Contents

Section

Specification
02110 Site Preparation
02222 Excavation (Rev. 5/17)
02223 Embankment (Rev. 5/17)
02240 Geotextiles
02250 Soil Liner (Rev. 5/17)
02258 Vegetative Soil Layer
02270 Erosion and Sedimentation Control (Rev. 5/17)
02275 Rolled Erosion Control Products
02608 Precast Concrete Structures
02712 Drainage Geocomposite
02720 Stormwater Systems
02776 Geosynthetic Clay Liner
02778 LLDPE Geomembrane
02930 Revegetation

Washington County C&D Landfill Technical Specifications
December 2016 (Revised: May 2017) Table of Contents Page ii

This page intentionally left blank.

Washington County C&D Landfill Technical Specifications
December 2016 Site Preparation Page 02110-1
SECTION 02110

SITE PREPARATION

A. Description

1. General:

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

b. Principal items of work include:

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

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

3. Boxing and protecting all areas to be preserved.

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

2. Related Work:

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

Work Section
Excavation 02222
Embankment 02223

B. Materials Not Used.

C. Submittals Not Used.

Site Preparation: Site Preparation includes clearing, grubbing, and stripping operations which precede
the proposed construction.

Washington County C&D Landfill Technical Specifications
December 2016 Site Preparation Page 02110-2
D. Construction

1. Clearing of the Site:

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

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

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

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

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

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

2. Grubbing:

a. Grubbing shall consist of the removal and disposal of all stumps, roots, logs,
sticks, and other perishable materials to a depth of at least 6 inches below
ground surfaces.

b. Large stumps located in areas to be excavated may be removed during grading
operations, subject to the approval of the Engineer.

3. Disposal of Cleared and Grubbed Material:

No open burning of clearing debris will be allowed on this project. All trees, stumps,
roots, bushes, etc. shall be removed from the site and disposed of by the Contractor.

END OF SECTION

Washington County C&D Landfill Technical Specifications
December 2016 (Revised: May 2017) Excavation Page 02222-1
SECTION 02222

EXCAVATION

A. Description

1. General:

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

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

2. Related Work:

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

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

3. Quality Assurance:

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

4. Definitions:

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

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

c. Select Borrow (Where Applicable): shall consist of approved off-site material
required for the construction of embankments/fills, roadway subgrade,
Excavation: Excavation includes excavating, sealing, hauling, scraping, undercutting, removal of
accumulated surface water or ground water, stockpiling, and all necessary and incidental items as
required for bringing the landfill and related structures to the specified lines and grades.

Washington County C&D Landfill Technical Specifications
December 2016 (Revised: May 2017) Excavation Page 02222-2
backfilling, or for other portions of the work as shown on Contract Drawings or in
these Specifications. The Contractor shall make his own arrangements for
obtaining select borrow and pay all costs involved.

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

Unsuitable material includes soil types within two (2) feet of the completed
landfill subgrade which are not classified as SM, SC, ML, MH, CL, or CH.

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

B. Materials

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

C. Submittals

1. Survey Results:

Survey results for the completed landfill subgrade shall be submitted for review prior to
final payment.

D. Construction

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

2. The Contractor shall excavate to the lines and grades shown on the Contract Drawings
and stockpile all suitable excavated materials. As the excavation is made, the materials
will be examined and identified to the CQA Engineer.

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

Washington County C&D Landfill Technical Specifications
December 2016 (Revised: May 2017) Excavation Page 02222-3
3. Stockpiling:

The Contractor shall stockpile the materials in appropriate stockpiles as approved by the
CQA Engineer.

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

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

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

6. The Contractor shall be responsible for the control of surface and subsurface water
when necessary. Except for certain erosion and sedimentation control measures and
other areas designated to impound water, all areas shall be graded to drain.

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

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

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

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

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

Washington County C&D Landfill Technical Specifications
December 2016 (Revised: May 2017) Excavation Page 02222-4
12. The Contractor shall properly level-off bottoms of all excavations. Proof-rolling shall be
conducted with appropriate equipment.

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

14. Overexcavation and Backfill:

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

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

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

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

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

17. Trench Excavation:

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

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

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

Washington County C&D Landfill Technical Specifications
December 2016 (Revised: May 2017) Excavation Page 02222-5
d. Hand excavation shall be employed wherever, in the opinion of the Engineer, it is
necessary for the protection of existing utilities, poles, trees, pavements,
obstructions, or structures.

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

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

18. Sheeting and Bracing:

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

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

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

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

20. Surveying:

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

END OF SECTION

Washington County C&D Landfill Technical Specifications
December 2016 (Revised: May 2017) Excavation Page 02222-6

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Washington County C&D Landfill Technical Specifications
December 2016 (Revised: May 2017) 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
Excavation 02222
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 422 Standard Test Method for Particle Size Analysis of Soils.

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

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

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.

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.

Washington County C&D Landfill Technical Specifications
December 2016 (Revised: May 2017) Embankment Page 02223-2
ASTM D 2487 Standard Practice for Classification of Soils for Engineering
Purposes (Unified Soil Classification System).

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

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

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

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

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

ASTM D 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.

Washington County C&D Landfill Technical Specifications
December 2016 (Revised: May 2017) Embankment Page 02223-3
B. Materials

1. Embankment materials shall consist of clean well-graded natural soil classified as SP,
SW, SM, SC, ML, or CL (ASTM D 2487) containing no topsoil or other deleterious material.
Soils within two (2) feet of the landfill subgrade shall be SM, SC, ML, MH, CL, or CH.
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

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

a. For each off-site borrow source for soils to be used in the construction of the
landfill subgrade (upper 2 feet), the Contractor shall provide the following
information at least four weeks prior to placement:

(1) The name, location, and owner of proposed borrow site, including a
topographic map and location map of the site.

(2) A certification submitted by an independent Registered Professional
Engineer that the proposed borrow soils meet the requirements outlined
in these Specifications and that a sufficient quantity of material is
available to complete the work. Certification shall include the following
minimum testing and test frequency:

Test (Test Method) Minimum Test Frequency
Atterberg Limits (ASTM D 4318)
Grain Size Analysis (ASTM D 422)
Moisture-Density Relationship (ASTM D 698)
2,000 CY per Each Soil
2,000 CY per Each Soil
5,000 CY per Each Soil

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

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

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

Washington County C&D Landfill Technical Specifications
December 2016 (Revised: May 2017) Embankment Page 02223-4
2. Survey Results:

Survey results for the completed landfill subgrade shall be submitted for review prior to
final payment.

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.

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. Except for certain erosion and sedimentation control measures and
other areas designated to impound water, all areas shall be graded to drain.

Washington County C&D Landfill Technical Specifications
December 2016 (Revised: May 2017) Embankment Page 02223-5
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
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.

Washington County C&D Landfill Technical Specifications
December 2016 (Revised: May 2017) Embankment Page 02223-6
15. Surveying:

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

Table 1: Required Embankment Properties

Item
Required % Standard
Proctor
(ASTM D698)2

Required Moisture
Content3
Maximum Lift
Thickness
(Compacted)
(inches)

Embankment Beneath
Structures and Roads1

100 +/- 2% of Optimum
(std. Proctor)

8
Embankment 95 As Required for
Compaction
8
Backfill Around Structures

95

8 Backfill in Pipe Trenches 95 6
Unclassified Fill

N/A N/A

N/A

Notes:

1. Embankment beneath structures shall be considered to include a zone 10 feet out from
the foundation of the structure extending down to the natural ground on a 45 slope.
Embankment beneath roads shall be considered to include all embankment placed
within 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

Washington County C&D Landfill Technical Specifications
December 2016 Geotextiles Page 02240-1
SECTION 02240

GEOTEXTILES

A. Description

1. General:

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

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

2. Related Work:

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

Work Section
Erosion and Sedimentation Control 02270

3. Reference Standards:

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

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

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

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

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

Geotextiles: For the proposed construction, a Type GT-S (Separator/Filter) Geotextile is specified. The
Type GT-S Geotextile will be placed in some erosion control, drainage, and miscellaneous applications.

Washington County C&D Landfill Technical Specifications
December 2016 Geotextiles Page 02240-2
ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of
a Geotextile.

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

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

AASHTO M 288 Standard Specification for Geotextiles.

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.

4. 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.

Washington County C&D Landfill Technical Specifications
December 2016 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. Failing CQA Material Control Tests:

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

3. Installation:

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

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

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

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

4. Seams:

a. All Geotextile seams shall be 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

Washington County C&D Landfill Technical Specifications
December 2016 Geotextiles Page 02240-4
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.

5. Repair Procedures:

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

b. Slopes Flatter Than 6H:1V: Damaged areas of a size exceeding 10 percent of the
roll width shall be removed and replaced across the entire roll width with new
material. Damaged areas of a size less than 10 percent of the roll width may be
patched.

c. Slopes of 6H:1V or Steeper: Geotextile panels which require repair shall be
removed and replaced with new material. Replacement material shall be sewn
as previously described in this specification.

6. Cover Placement:

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

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

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

Washington County C&D Landfill Technical Specifications
December 2016 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

Washington County C&D Landfill Technical Specifications
December 2016 Geotextiles Page 02240-6

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Washington County C&D Landfill Technical Specifications
December 2016 Soil Liner Page 02250-1
SECTION 02250

SOIL LINER

A. Description

1. General:

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

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

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

2. Related Work:

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

Work Section
Excavation 02222
Embankment 02223
CQA Manual Attached

3. Reference Standards:

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

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

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

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

Soil Liner: The Soil Liner(s) serves as a hydraulic containment barrier in the final cover system.

Washington County C&D Landfill Technical Specifications
December 2016 Soil Liner Page 02250-2
ASTM D 2167 Standard Test Method for Density and Unit Weight of Soil in Place
by the Rubber Balloon Method.

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

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

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

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

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

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

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

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

4. Quality Assurance:

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

B. Materials

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

C. Submittals

The Contractor shall submit the following to the CQA Engineer:

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

Washington County C&D Landfill Technical Specifications
December 2016 Soil Liner Page 02250-3
2. Off-Site Borrow Sources (If Applicable):

a. For each off-site borrow source for Soil Liner soils, the Contractor shall provide
the following information at least four weeks prior to placement of the Soil Liner:

(1) The name, location, and owner of proposed borrow site, including a
topographic map and location map of the site.

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

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

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

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

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

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

3. Survey Results

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

Washington County C&D Landfill Technical Specifications
December 2016 Soil Liner Page 02250-4
D. Construction

1. General:

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

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

2. Borrow Soils:

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

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

3. Test Fill Construction:

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

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

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

4. Subgrade Preparation:

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

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

Washington County C&D Landfill Technical Specifications
December 2016 Soil Liner Page 02250-5
5. Placement and Compaction:

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

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

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

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

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

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

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

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

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

Washington County C&D Landfill Technical Specifications
December 2016 Soil Liner Page 02250-6
i. Locations of control stakes, in-place density tests, or other samples in the Soil
Liner shall be patched with compacted Soil Liner or sodium bentonite compacted
and hydrated in the holes.

7. Surveying:

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

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

(1) The specified thickness has been achieved.

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

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

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

Washington County C&D Landfill Technical Specifications
December 2016 Soil Liner Page 02250-7
Table 1: Soil Liner Material Requirements

Property

Test Method

Value

Visual Classification

ASTM D 2488 Clean natural fine-grained soil free from
organics, debris, or other detrimental material.
Soil type as required to achieve the hydraulic
conductivity criteria. Clod Size ----- Maximum = ¾ inch (or less if required to
achieve hydraulic conductivity criteria) Gradation ASTM D 422 Max. = 1½ inches
Atterberg Limits

ASTM D 4318 As required based on soil type.
Hydraulic Conductivity
(Lab Remolded)
(Compacted Soil Barrier)

ASTM D 50843

< 1 x 10-5 cm/s at a density of > 95% maximum
standard dry density and a moisture content >
optimum moisture content4

Washington County C&D Landfill Technical Specifications
December 2016 Soil Liner Page 02250-8
Table 2: In-Place Soil Liner Requirements

Property

Test Method

Value

Density

ASTM D 69381 > 95% maximum standard dry density4
Moisture Content

ASTM D 69382 > optimum moisture content4 Maximum Lift Thickness
(Compacted):
(Compacted Soil Barrier)

-----

9 inches

Hydraulic Conductivity
(Shelby Tube):
(Compacted Soil Barrier)

ASTM D 50843

< 1 x 10-5 cm/s
Completed Thickness:
(Compacted Soil Barrier)
Survey
18 inches minimum

Notes:

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

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

END OF SECTION

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

Washington County C&D Landfill Technical Specifications
December 2016 Vegetative Soil Layer Page 02258-1
SECTION 02258

VEGETATIVE SOIL LAYER

A. Description

1. General:

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

2. Related Work:

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

Work Section
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.

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.

Washington County C&D Landfill Technical Specifications
December 2016 Vegetative Soil Layer Page 02258-2
1. Soil shall be classified according to the Unified Soil Classification System (USCS) as SM,
SC, ML, ML-CL, or CL (ASTM D 2487). Alternatives to these requirements must be
approved in advance by the Engineer. The Engineer shall verify that the upper geotextile
of the underlying Drainage Geocomposite is anticipated to perform acceptably as a filter
in contact with the selected soil(s).

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. Where applicable, 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. Where applicable, VSL shall be placed over geosynthetics only after areas have been
released by the Geosynthetics Installer and the CQA Engineer. VSL placed over
geosynthetics 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.

Washington County C&D Landfill Technical Specifications
December 2016 Vegetative Soil Layer Page 02258-3
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.

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.

Washington County C&D Landfill Technical Specifications
December 2016 Vegetative Soil Layer Page 02258-4
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.

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

Washington County C&D Landfill Technical Specifications
December 2016 (Revised: May 2017) 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
Rolled Erosion Control Products 02275
Precast Concrete Structures 02608
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.

Washington County C&D Landfill Technical Specifications
December 2016 (Revised: May 2017) 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. Type GT-S Geotextile:

Refer to Section 02240, Geotextiles, of these specifications for Type GT-S Geotextile
requirements.

5. Temporary Sediment Traps:

Temporary sediment traps shall be constructed as shown on the Contract Drawings.

Washington County C&D Landfill Technical Specifications
December 2016 (Revised: May 2017) Erosion and Sedimentation Control Page 02270-3
6. Filter Berms:

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

7. Stone Check Dams:

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

8. Stone Filters:

Stone filters shall be constructed as shown on the Contract Drawings.

9. Down Chutes and Pipes:

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

10. Rip Rap:

Rip Rap shall conform to the requirements of the NCDOT and meet the requirements
shown on the Contract Drawings.

11. 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.

12. 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.

13. 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.

Washington County C&D Landfill Technical Specifications
December 2016 (Revised: May 2017) Erosion and Sedimentation Control Page 02270-4
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.

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

Washington County C&D Landfill Technical Specifications
December 2016 (Revised: May 2017) Erosion and Sedimentation Control Page 02270-5
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

(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.

Washington County C&D Landfill Technical Specifications
December 2016 (Revised: May 2017) Erosion and Sedimentation Control Page 02270-6
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.

Table 1: Required Silt Fence Filter Fabric Properties
Property

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

ASTM D 4491 sec-1

0.05

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

END OF SECTION

Washington County C&D Landfill Technical Specifications
December 2016 Rolled Erosion Control Products Page 02275-1
SECTION 02275

ROLLED EROSION CONTROL PRODUCTS

A. Description

1. General:

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

2. Related Work:

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

Work Section
Erosion and Sedimentation Control 02270
Revegetation 02930

3. Reference Standards:

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

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

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

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

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

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

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

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

Washington County C&D Landfill Technical Specifications
December 2016 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).

3. 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.

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

C. Submittals

The Contractor shall submit the following to the Engineer:

1. Mill Certificate and Sample: Prior to shipping to the site, the Contractor shall submit a
mill certificate or affidavit signed by a legally authorized official of the Manufacturer for

Washington County C&D Landfill Technical Specifications
December 2016 Rolled Erosion Control Products Page 02275-3
each RECP attesting that each RECP meets the physical and manufacturing requirements
stated in these Specifications. The Contractor shall also submit a sample of each RECP to
be used. The sample shall be labeled with the product name and be accompanied by the
Manufacturer's specifications.

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

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

D. Construction

1. Shipping, Handling, and Storage:

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

2. Installation - General:

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

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

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

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

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

3. Installation - Channels:

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

Washington County C&D Landfill Technical Specifications
December 2016 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)

----- lb/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 lb/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

Washington County C&D Landfill Technical Specifications
December 2016 Precast Concrete Structures Page 02608-1
SECTION 02608

PRECAST CONCRETE STRUCTURES

A. Description

1. General:

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

2. Related Work:

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

Work Section
Excavation 02222
Embankment 02223
Erosion and Sedimentation Control 02270
Stormwater Systems 02720

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 A 615 Standard Specification for Deformed and Plain Billet-Steel Bars
for Concrete Reinforcement.

ASTM C 443 Standard Specification for Joints for Circular Concrete Sewer
and Culvert Pipe, Using Rubber Gaskets.

ASTM C 478 Standard Specification for Precast Reinforced Concrete Manhole
Sections.

ASTM C 497 Standard Test Methods for Concrete Pipe, Manhole Sections, or
Tile.

ASTM C 990 Standard Specification for Joints for Concrete Pipe, Manholes,
and Precast Box Sections Using Preformed Flexible Joint
Sealants.

Precast Concrete Structures: Precast Concrete Structures are used in the stormwater handling
system.

Washington County C&D Landfill Technical Specifications
December 2016 Precast Concrete Structures Page 02608-2
ASTM C 1433 Standard Specification for Precast Reinforced Concrete Box
Sections for Culverts, Strom Drains, and Sewers.

B. Materials

1. Precast Concrete Boxes: All precast concrete boxes shall be constructed from non-
shrink, 4,000 psi compressive strength concrete in conformance with ASTM C 1433 and as
detailed on the Contract Drawings.

2. Precast Energy Dissipators: All precast energy dissipators shall meet the requirements
of NCDOT and shall be constructed from non-shrink, 4,000 psi compressive strength
concrete in conformance with ASTM C 789 or ASTM C 850, as applicable, and as detailed
on the Contract Drawings.

3. Joints: All joints shall be sealed with preformed plastic gaskets in conformance with
ASTM C 990 or rubber gaskets in conformance with ASTM C 443.

4. Steps: All steps shall be constructed of 0.5 inch reinforcing rod completely encased in
corrosion-resistant rubber or plastic. The upper surfaces of each step shall have a
traction tread of self cleaning rubber cleats and guide lugs on both sides to prevent
slippage.

5. Frames and Covers: Frames and covers shall consist of cast iron frames and covers
(Vulcan Foundry, or equal) equipped with steel handles and shall be of the opening size as
indicated on the Contract Drawings. Markings on the covers shall indicate the intended
use of the structure and shall be acceptable to the Owner.

6. Markings: All Precast Concrete Structures shall include markings clearly identifying the
date of manufacture, the name of the manufacturer, and any other pertinent information.

C. Submittals

The Contractor shall submit the following to the Engineer:

1. The Contractor shall submit shop drawings for Precast Concrete Structures for approval
at least 4 weeks prior to construction. Shop drawings shall show complete design,
installation, and construction information in such detail as to enable the Engineer to
determine the adequacy of the proposed units for the intended purpose. Details of steel
reinforcement size and placement shall be included. The shop drawings shall include a
schedule which will list the size and type of precast structure at each location where the
precast structures are to be used.

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

Washington County C&D Landfill Technical Specifications
December 2016 Precast Concrete Structures Page 02608-3
D. Construction

1. The Precast Concrete Structures shall be installed at the locations and to the elevations
indicated on the Contract Drawings. The Contractor shall give the Engineer sufficient
notice so he may observe the field location and installation activities.

2. The Precast Concrete Structures will be bedded and backfilled as indicated on the
Contract Drawings.

3. Precast Concrete Structures which are damaged or become damaged will be rejected or
shall be repaired in a manner approved by the Engineer at the Contractor’s sole expense.

END OF SECTION

Washington County C&D Landfill Technical Specifications
December 2016 Precast Concrete Structures Page 02608-4

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Washington County C&D Landfill Technical Specifications
December 2016 Drainage Geocomposite Page 02712-1
SECTION 02712

DRAINAGE GEOCOMPOSITE

A. Description

1. General:

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

2. Related Work:

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

Work Section
Vegetative Soil Layer 02258
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.

Washington County C&D Landfill Technical Specifications
December 2016 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.

Washington County C&D Landfill Technical Specifications
December 2016 Drainage Geocomposite Page 02712-3
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 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.

Washington County C&D Landfill Technical Specifications
December 2016 Drainage Geocomposite Page 02712-4
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.

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.

Washington County C&D Landfill Technical Specifications
December 2016 Drainage Geocomposite Page 02712-5
d. The DGC shall be placed smooth and free of excessive wrinkles.

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

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.

Washington County C&D Landfill Technical Specifications
December 2016 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.

Washington County C&D Landfill Technical Specifications
December 2016 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) 64 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 500 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.

Washington County C&D Landfill Technical Specifications
December 2016 Drainage Geocomposite Page 02712-8
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.

Table 2: Required Manufacturer Quality Control Tests

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

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

Washington County C&D Landfill Technical Specifications
December 2016 Drainage Geocomposite Page 02712-9
Table 3: Required Contractor Quality Control Tests

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

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

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

Washington County C&D Landfill Technical Specifications
December 2016 Drainage Geocomposite Page 02712-10

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Washington County C&D Landfill Technical Specifications
December 2016 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
Excavation 02222
Embankment 02223
Erosion and Sedimentation Control 02270
Precast Concrete Structures 02608

3. Reference Standards:

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

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

ASTM C 150 Standard Specification for Portland Cement.

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

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

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

AASHTO M 36 Specification for Corrugated Steel Pipe.

Stormwater Systems: Stormwater Systems shall include all piping, pipe fittings, flared end sections,
and other appurtenances designated to convey stormwater.

Washington County C&D Landfill Technical Specifications
December 2016 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.

Washington County C&D Landfill Technical Specifications
December 2016 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.

5. Precast Concrete Structures:

Precast Concrete Structures shall be constructed as shown in the Contract Drawings and
in accordance with Section 02608, Precast Concrete Structures, 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 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

Washington County C&D Landfill Technical Specifications
December 2016 Stormwater Systems Page 02720-4
that no water, earth, or other substance will enter the pipes, fittings, or valves. Pipe ends
left for future connections shall be valved, plugged, or capped, and anchored as required.

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

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

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

Washington County C&D Landfill Technical Specifications
December 2016 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.

Geosynthetic Clay Liner (GCL): The GCL is used as a secondary hydraulic barrier within the final cover
system.

Washington County C&D Landfill Technical Specifications
December 2016 GCL Page 02776-2
ASTM D 6496 Standard Test Method for Determining Average Bonding Peel
Strength Between the Top and Bottom Layers of Needle-
Punched Geosynthetic Clay Liners.

ASTM D 6768 Standard Test Method for Tensile Strength of Geosynthetic Clay
Liners.

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

4. Quality Control:

The Contractor shall perform Quality Control tests in accordance with Table 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 five (5) years after the final acceptance of the Work. This warranty shall
include but not be limited to overlapped seams, anchor trenches, attachments to
appurtenances, and penetration seals, 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 five (5)
years after date of shipment.

Washington County C&D Landfill Technical Specifications
December 2016 GCL Page 02776-3
B. Materials

1. General:

The GCL shall consist of bentonite encased, top and bottom, with 6 oz./square yard non-
woven geotextiles needle-punched together for reinforcement. GCL with a lighter non-
woven geotextile on one side may be considered by the Engineer as long as all other
criteria are met. Needle-punched GCL shall be essentially free of broken needles and
fragments of needles that would negatively effect the performance of the final product.
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.

Washington County C&D Landfill Technical Specifications
December 2016 GCL Page 02776-4
(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.

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.

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.

Washington County C&D Landfill Technical Specifications
December 2016 GCL Page 02776-5
D. Construction

1. Shipping , Handling, and Storage:

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

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. Installation of GCL:

a. The surface of the subgrade shall be smooth, uniform, free from sudden changes
in grade (such as vehicular ruts), rocks or stones greater than ½ inch in size,
standing water, debris, and deleterious materials.

b. Before an individual panel of GCL is installed; the Contractor and Installer shall
verify in writing and submit to the 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.

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

d. The GCL shall not be placed during precipitation. Any GCL that becomes hydrated
prior to covering shall be removed and replaced at Contractor expense if required
by the Engineer. Likewise, if the subgrade below the GCL becomes excessively
wet and unstable as determined by the CQA Engineer, it shall be dried and
recompacted, and replaced if needed.

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

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.

Washington County C&D Landfill Technical Specifications
December 2016 GCL Page 02776-6
g. All vertical panels placed on slopes of 6H:1V or steeper shall extend a minimum
of 5 feet beyond the grade break with a slope flatter than 6H:1V.

h. The GCL shall be laid with a 6 inch minimum overlap seam along roll edges and a
12 inch minimum overlap seam along roll ends. Granular sodium bentonite shall
be added between all overlapped seams at a rate of approximately 0.25 lbs/linear
foot. As an alternative to the addition of bentonite along roll edges, GCL with slits
cut in one of the geotextiles may be used if approved in advance by the Engineer.

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

j. Any GCL that is torn, punctured, or otherwise damaged shall be repaired or
replaced as directed by the 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.

k. 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.

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

4. 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.

Washington County C&D Landfill Technical Specifications
December 2016 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 7.5 Avg. Peak
5.3 Min. Avg.
Hydraulic Conductivity ASTM D 5887 cm/sec < 5 x 10-9
Internal Shear Strength1
(Hydrated) (Peak) ASTM D 6243 psf 500
Interface Shear Strength
(Hydrated) (Peak)2, 3 ASTM D 6243 psf 64 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.

Washington County C&D Landfill Technical Specifications
December 2016 GCL Page 02776-8
Table 2: Required Manufacturer Quality Control Tests

Property Test Method Minimum Test Frequency
Clay:
Bentonite Swell Index ASTM D 5890 50 tons
Bentonite Fluid Loss ASTM D 5891 50 tons
GCL:
Bentonite Content ASTM D 5993 5,000 yd2
Tensile Strength ASTM D 6768 25,000 yd2
Peel Strength1 ASTM D 6496 5,000 yd2
Hydraulic Conductivity ASTM D 5887 30,000 yd2
Internal Shear Strength2 (Hydrated) ASTM D 6243 Periodic

Notes:
1. Conduct peel strength tests in accordance with the criteria given in Table 1.
2. Conduct shear strength tests in accordance with the criteria given in Table 1.

Table 3: Required Contractor Quality Control Tests

Property Test Method Minimum 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

Washington County C&D Landfill Technical Specifications
December 2016 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.

Washington County C&D Landfill Technical Specifications
December 2016 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.

Washington County C&D Landfill Technical Specifications
December 2016 LLDPE Geomembrane Page 02778-3
6. Manufacturers Qualifications:

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

7. Installer Qualifications:

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

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

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

8. Warranties:

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

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

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

B. Materials

1. General:

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

The LLDPE-GM shall be supplied in rolls which shall have a minimum width of 22 feet.
The roll length shall be maximized to provide the largest manageable sheet for the fewest

Washington County C&D Landfill Technical Specifications
December 2016 LLDPE Geomembrane Page 02778-4
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 structuring
methods. Texturing shall not be created by lamination or impingement. All texturing
shall be uniform in appearance and coverage on the finished sheet. Textured LLDPE-GM
shall be textured on both sides of the sheet.

C. Submittals

The Contractor shall submit the following to the CQA Engineer:

1. Pre-Installation Requirements:

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

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

b. Qualifications:

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

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(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.

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

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2. Post-Installation Requirements:

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

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

b. Completed Manufacturer's and workmanship warranties.

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

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

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

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

D. CONSTRUCTION

1. Shipping, Handling, and Storage:

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

2. Failing CQA Material Control Tests:

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

3. Subgrade Preparation:

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

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

(1) Lines and grades are in conformance with the Drawings and
Specifications.

Washington County C&D Landfill Technical Specifications
December 2016 LLDPE Geomembrane Page 02778-7
(2) The surface area to be lined has been rolled and compacted, free of
irregularities and abrupt changes in grade.

4. LLDPE-GM Placement:

a. Weather Conditions:

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

b. Method of Placement:

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

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

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

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

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

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

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

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

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

Washington County C&D Landfill Technical Specifications
December 2016 LLDPE Geomembrane Page 02778-8
(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.

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

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

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

c. Pipe Penetrations:

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

5. Field Seams:

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

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

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

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

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

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December 2016 LLDPE Geomembrane Page 02778-9
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.

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.

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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.

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.

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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.

Washington County C&D Landfill Technical Specifications
December 2016 LLDPE Geomembrane Page 02778-12
Table 1: Required LLDPE-GM Properties

Property Test Method Units
Value
30 mil Textured
Interface Shear Strength
(Peak)1, 2, 3
ASTM D 5321

psf

64 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. Note that the required values for textured LLDPE-GM may require an aggressively
textured sheet.
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.

Table 2: Required Contractor Quality Control Tests

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

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

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.

Washington County C&D Landfill Technical Specifications
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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.

Table 3: Required Seam Strength Properties

Property Test 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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Washington County C&D Landfill Technical Specifications
December 2016 Revegetation Page 02930-1
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 of
10-10-10 analysis, 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 as specified in Table 1 of this section. 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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December 2016 Revegetation Page 02930-2
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.

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.

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

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December 2016 Revegetation Page 02930-3
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 a 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.

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

Washington County C&D Landfill Technical Specifications
December 2016 Revegetation Page 02930-4
(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.

Table 1: Seeding Schedule

Material

Seed Type Application Rate1

Lime

----- 4,000 lbs/acre Fertilizer ----- 1,000 lbs/acre Seed
Permanent:

Temporary:

Pensacola Bahiagrass
Sericea Lespedeza
Common Bermuda2
German Millet

Seasonal Nurse Crop3

50 lbs/acre
30 lbs/acre
10 lbs/acre
10 lbs/acre

See Note 3 Mulch ----- 4,000 - 5,000 lbs/acre
Binder

----- 400 gallons/acre

Notes:
1. Application rates and/or chemical analysis shall be confirmed or established by a soil
test(s).
2. Bermuda may be replaced with 5 lbs/acre centipedegrass.
3. For temporary seeding, follow the guidelines of the NC Erosion and Sediment Control
Planning and Design Manual.

END OF SECTION

Construction Quality Assurance Manual

Washington County C&D Landfill
Washington County, North Carolina

Prepared for:

Washington County
Plymouth, North Carolina

December 2016
Revised: May 2017

© 2017 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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Washington County C&D Landfill CQA Manual
December 2016 Table of Contents Page i
Washington County C&D Landfill
Washington County, North Carolina

Construction Quality Assurance Manual

Table of Contents
Page

1.0 GENERAL ............................................................................................................................ 1 
1.1 Definitions Relating to Construction Quality ............................................................ 1 
1.1.1 Construction Quality Assurance (CQA) ......................................................... 1 
1.1.2 Construction Quality Control (CQC) .............................................................. 1 
1.1.3 CQA Certification Document ......................................................................... 2 
1.1.4 Discrepancies Between Documents ............................................................. 2 
1.2 Parties to Construction Quality Assurance .............................................................. 2 
1.2.1 Description of the Parties ............................................................................. 2 
1.2.1.1 Owner .............................................................................................. 2 
1.2.1.2 Engineer .......................................................................................... 2 
1.2.1.3 Contractor ....................................................................................... 3 
1.2.1.4 Geosynthetics Manufacturer .......................................................... 3 
1.2.1.5 Geosynthetics Installer ................................................................... 3 
1.2.1.6 CQA Engineer .................................................................................. 3 
1.2.1.7 Geosynthetics CQA Laboratory ...................................................... 3 
1.2.1.8 Soils CQA Laboratory...................................................................... 4 
1.2.2 Qualifications of the Parties ......................................................................... 4 
1.2.2.1 Contractor ....................................................................................... 4 
1.2.2.2 Geosynthetics Manufacturers ........................................................ 4 
1.2.2.3 Geosynthetic Installer(s) ................................................................ 4 
1.2.2.4 CQA Engineer .................................................................................. 4 
1.2.2.5 Geosynthetics CQA Laboratory ...................................................... 5 
1.2.2.6 Soils CQA Laboratory...................................................................... 5 
1.3 Scope of Construction Quality Assurance Manual ................................................... 5 
1.4 Units ........................................................................................................................... 5 
1.5 References ................................................................................................................. 5 
1.6 CQA Meetings ............................................................................................................ 6 
1.6.1 Soil Liner CQA Meeting (Where Applicable) ................................................. 6 
1.6.2 Geosynthetics CQA Meeting (Where Applicable) ......................................... 6 
1.6.3 CQA Progress Meetings ................................................................................ 7 
1.6.4 Problem or Work Deficiency Meetings ......................................................... 7 
1.7 Control Versus Record Testing ................................................................................. 7 
1.7.1 Control Testing .............................................................................................. 7 
1.7.2 Record Testing .............................................................................................. 7 
2.0 CQA DOCUMENTATION ....................................................................................................... 9 

Washington County C&D Landfill CQA Manual
December 2016 Table of Contents Page ii
2.1 Daily CQA Report ....................................................................................................... 9 
2.2 CQA Progress Reports ............................................................................................ 10 
2.3 CQA Photographic Reporting .................................................................................. 10 
2.4 Deficiencies ............................................................................................................. 10 
2.5 Design and/or Project Technical Specification Changes ....................................... 11 
2.6 Final CQA Report ..................................................................................................... 11 
2.7 Storage of Records .................................................................................................. 11 
3.0 EARTHWORK CQA ..............................................................................................................15 
3.1 Embankment Material Approval ............................................................................. 15 
3.1.1 Control Tests ............................................................................................... 15 
3.2 Subgrade Approval .................................................................................................. 15 
3.3 Earthwork Construction .......................................................................................... 15 
3.3.1 Construction Monitoring ............................................................................. 15 
3.3.2 Control Tests ............................................................................................... 16 
3.3.3 Record Tests ............................................................................................... 16 
3.3.3.1 Record Test Failure ...................................................................... 16 
3.3.4 Judgmental Testing .................................................................................... 16 
3.4 Deficiencies ............................................................................................................. 16 
4.0 SOIL LINER CQA .................................................................................................................19 
4.1 Soil Liner Material Approval ................................................................................... 19 
4.1.1 Control Tests ............................................................................................... 19 
4.2 Subgrade Approval .................................................................................................. 19 
4.3 Test Fill Construction .............................................................................................. 19 
4.3.1 Control Tests ............................................................................................... 20 
4.3.2 Record Tests ............................................................................................... 20 
4.3.3 Test Fill Completion .................................................................................... 20 
4.4 Soil Liner Construction ........................................................................................... 20 
4.4.1 Construction Monitoring ............................................................................. 20 
4.4.2 Control Tests ............................................................................................... 21 
4.4.3 Record Tests ............................................................................................... 21 
4.4.3.1 Record Test Failure ...................................................................... 22 
4.4.4 Judgmental Testing .................................................................................... 22 
4.4.5 Perforations In Soil Liner ............................................................................ 22 
4.5 Deficiencies ............................................................................................................. 23 
5.0 GEOMEMBRANE CQA ........................................................................................................27 
5.1 Geomembrane Manufacturer and Installer Approval ............................................ 27 
5.2 Geomembrane Material Approval ........................................................................... 27 
5.2.1 Geomembrane Product Data ...................................................................... 27 
5.2.2 Shipment And Storage ................................................................................ 27 
5.2.3 Quality Control Certificates ........................................................................ 27 
5.2.4 Material Control Tests ................................................................................ 27 
5.2.4.1 Material Control Test Failure ....................................................... 28 
5.3 Geomembrane Installation ..................................................................................... 28 
5.3.1 Handling ...................................................................................................... 28 
5.3.2 Earthwork .................................................................................................... 29 

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5.3.2.1 Surface Preparation ..................................................................... 29 
5.3.2.2 Anchorage System ........................................................................ 29 
5.3.3 Geomembrane Placement .......................................................................... 29 
5.3.3.1 Field Panel Identification .............................................................. 29 
5.3.3.2 Field Panel Placement ................................................................. 30 
5.3.4 Field Seaming .............................................................................................. 30 
5.3.4.1 Seam Layout ................................................................................. 30 
5.3.4.2 Requirements of Personnel ......................................................... 31 
5.3.4.3 Seaming Equipment and Products .............................................. 31 
5.3.5 Field Seam Control Tests ........................................................................... 31 
5.3.5.1 Trial Seams ................................................................................... 31 
5.3.6 Field Seam Record Tests ............................................................................ 32 
5.3.6.1 Nondestructive Seam Continuity Testing .................................... 32 
5.3.6.2 Field Destructive Seam Testing ................................................... 32 
5.3.6.3 Geosynthetics CQA Laboratory Destructive Testing ................... 33 
5.3.6.4 Field Seam Record Test Failure .................................................. 33 
5.3.6.5 Defining Extent of Field Seam Record Test Failure .................... 34 
5.3.7 Repairs & Verification ................................................................................. 34 
5.3.7.1 Repair Procedures ........................................................................ 34 
5.3.7.2 Repair Verification ........................................................................ 34 
5.4 Liner System Acceptance ........................................................................................ 35 
5.5 Materials in Contact with Geomembranes ............................................................. 35 
5.5.1 Soils ............................................................................................................. 35 
5.5.2 Sumps and Appurtenances ......................................................................... 35 
5.6 Deficiencies ............................................................................................................. 36 
6.0 GEOTEXTILE CQA ...............................................................................................................39 
6.1 Geotextile Material Approval................................................................................... 39 
6.1.1 Geotextile Product Data .............................................................................. 39 
6.1.2 Shipment And Storage ................................................................................ 39 
6.1.3 Quality Control Certificates ........................................................................ 39 
6.1.4 Geotextile Material Control Tests ............................................................... 39 
6.1.4.1 Material Control Test Failure ....................................................... 40 
6.2 Geotextile Installation ............................................................................................. 40 
6.2.1 Handling And Placement ............................................................................ 40 
6.2.2 Seams And Overlaps ................................................................................... 40 
6.2.3 Repairs ........................................................................................................ 40 
6.2.4 Placement Of Overlying Materials .............................................................. 41 
6.3 Deficiencies ............................................................................................................. 41 
7.0 DRAINAGE GEOCOMPOSITE CQA ......................................................................................43 
7.1 DGC Material Approval ............................................................................................ 43 
7.1.1 DGC Product Data ....................................................................................... 43 
7.1.2 Shipment And Storage ................................................................................ 43 
7.1.3 Quality Control Certificates ........................................................................ 43 
7.1.4 DGC Material Control Tests ........................................................................ 43 
7.1.4.1 Material Control Test Failure ....................................................... 44 

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7.2 DGC Installation ....................................................................................................... 44 
7.2.1 Handling And Placement ............................................................................ 44 
7.2.2 Stacking And Joining ................................................................................... 44 
7.2.3 Repairs ........................................................................................................ 45 
7.2.4 Placement Of Overlying Materials .............................................................. 45 
7.3 Deficiencies ............................................................................................................. 45 
8.0 GEOSYNTHETIC CLAY LINER (GCL) CQA ...........................................................................47 
8.1 GCL Manufacturer and Installer Approval ............................................................. 47 
8.2 GCL Material Approval ............................................................................................ 47 
8.2.1 GCL Product Data ........................................................................................ 47 
8.2.2 Shipment And Storage ................................................................................ 47 
8.2.3 Quality Control Certificates ........................................................................ 47 
8.2.4 GCL Material Control Tests ........................................................................ 47 
8.2.4.1 Material Control Test Failure ....................................................... 48 
8.3 GCL Installation ....................................................................................................... 48 
8.3.1 Surface Preparation .................................................................................... 48 
8.3.2 Handling And Placement ............................................................................ 49 
8.3.3 Seams And Overlaps ................................................................................... 49 
8.3.4 Repairs ........................................................................................................ 49 
8.3.5 Placement Of Overlying Materials .............................................................. 49 
8.4 Deficiencies ............................................................................................................. 49 
9.0 FINAL COVER SYSTEM CQA ...............................................................................................51 
9.1 Final Cover System Material Approval ................................................................... 51 
9.1.1 High Density Polyethylene (HDPE) Pipe ..................................................... 51 
9.1.2 Polyvinyl Chloride (PVC) Pipe ..................................................................... 51 
9.1.3 Corrugated Polyethylene (CPE) Pipe .......................................................... 51 
9.1.4 LFG System Components ........................................................................... 51 
9.1.5 Aggregates (Verify for each type of aggregate) .......................................... 52 
9.1.6 Soil Liner ..................................................................................................... 52 
9.1.7 Geomembrane ............................................................................................. 52 
9.1.8 Geotextiles ................................................................................................... 52 
9.1.9 Drainage Geocomposite .............................................................................. 52 
9.1.10 Geosynthetic Clay Liner ............................................................................. 52 
9.1.11 Vegetative Soil Layer ................................................................................. 52 
9.2 Final Cover System Installation .............................................................................. 53 
9.3 Deficiencies ............................................................................................................. 53 

TABLES
Table 2.1 1 Final CQA Report General Outline (Subgrade or Final Cover System) ..... 12 
Table 3.1 3 CQA Testing Program for Embankment Material Approval ...................... 17 
Table 3.2 4 CQA Testing Program for Compacted Embankment ................................. 18 
Table 4.1 5 CQA Testing Program for Soil Liner Material Approval ............................ 23 
Table 4.2 6 CQA Testing Program for Soil Liner Test Fill ............................................. 24 
Table 4.3 7 CQA Testing Program for Soil Liner ........................................................... 25 

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Table 5.1 8 CQA Testing Program for Geomembrane Material Approval .................... 37 
Table 5.2 9 Air Pressure Test Requirements ................................................................ 38 
Table 6.1 11 CQA Testing Program for Geotextile Material Approval ............................ 41 
Table 7.1 12 CQA Testing Program for Drainage Geocomposite Material Approval ..... 45 
Table 8.1 13 CQA Testing Program for GCL Material Approval ..................................... 50 
Table 9.114 CQA Testing Program for Final Cover System ........................................... 54 

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
landfill subgrade and final cover system for the construction and demolition debris (C&D)
landfill.

The CQA Manual is divided into the following sections:

 Section 1.0 General
 Section 2.0 CQA Documentation
 Section 3.0 Earthwork CQA
 Section 4.0 Soil Liner CQA
 Section 5.0 Geomembrane CQA
 Section 6.0 Geotextile CQA
 Section 7.0 Drainage Geocomposite CQA
 Section 8.0 Geosynthetic Clay Liner CQA
 Section 9.0 Final Cover System CQA

1.1 Definitions Relating to Construction Quality
1.1.1 Construction Quality Assurance (CQA)
In the context of this Manual, Construction Quality Assurance is defined as a
planned and systematic program employed by the Owner to assure conformity of
the subgrade and final cover systems 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

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updated version of each geosynthetic component manufacturer's QC Plan shall
be incorporated as part of the Contractor's CQC Plan.

1.1.3 CQA Certification Document
At the completion of construction, a certification document will be prepared by
the CQA Engineer and submitted to 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 Washington 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 subgrade and final cover system. The
Engineer is an official representative of the Owner. The Engineer serves
as communications coordinator for the project, initiating the meetings
outlined in Section 1.6. The Engineer will also be responsible for proper
resolution of all quality issues that arise during construction. The
Engineer is Smith Gardner, Inc.

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1.2.1.3 Contractor
The Contractor is responsible for the construction of the subgrade,
earthwork, and/or for placement of the final cover system. The
Contractor is responsible for the overall CQC on each project and
coordination of submittals to the CQA Engineer. Additional
responsibilities of the Contractor are defined by the project specifications.

1.2.1.4 Geosynthetics Manufacturer
The Geosynthetics Manufacturer(s) is (are) responsible for the production
of the geosynthetic components used in landfill construction. The
Manufacturer(s) is (are) responsible for Quality Control (QC) during
manufacture of the geosynthetic components, certification of the
properties of the geosynthetic components, and field installation criteria.

1.2.1.5 Geosynthetics Installer
The Geosynthetics Installer(s) is (are) routinely a subcontractor of the
Contractor and is (are) responsible for field handling, storing, placing,
seaming, protection of (against wind, etc.), and other aspects of the
geosynthetics installations. The Installer may also be responsible for
transportation of these materials to the site, and for the preparation and
completion of anchor trenches.

1.2.1.6 CQA Engineer
The CQA Engineer is a representative of the Owner, is independent from
the Contractor, and is responsible for observing, testing, and
documenting activities related to the CQA of the earthworks at the site,
and the installation of the soil and geosynthetic components of the final
cover system. The CQA Engineer may make field observations and review
submittals for the Engineer and is responsible for notifying the Owner and
Engineer of all quality issues that arise during construction. The CQA
Engineer is also responsible for issuing a facility certification report,
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

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Laboratory service cannot be provided by any party involved with the
manufacture, fabrication, or installation of any of the geosynthetic
components. The services of the Geosynthetics CQA Laboratory are
coordinated by the CQA Engineer and are paid for by the Owner.

1.2.1.8 Soils CQA Laboratory
The Soils CQA Laboratory is a party, independent from the Owner, 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 subgrade and 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

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document. The CQA Engineer will have experience in the CQA aspects of
the construction and testing of landfill final cover systems, and be
familiar with ASTM and other related industry standards. The activities of
the CQA Engineer will be performed under the supervision of a
Registered Professional Engineer.

1.2.2.5 Geosynthetics CQA Laboratory
The Geosynthetics CQA Laboratory should be certified by the
Geosynthetics Accreditation Institute, will have experience in testing
geosynthetics, and be familiar with ASTM, GRI, and other applicable test
standards. The Geosynthetics CQA Laboratory will be capable of
providing test results within 24 hours or a reasonable time after receipt of
samples depending on the test(s) to be conducted, as agreed to at the
outset of the project by affected parties, and will maintain that standard
throughout the installation.

1.2.2.6 Soils CQA Laboratory
The Soils CQA Laboratory will have experience in testing structural fills,
soil liners, 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 subgrade and final cover system for the subject facility. The CQA for
the selection, evaluation, and placement of the soils is included in the scope.

1.4 Units
In this CQA Manual, all properties and dimensions are expressed in U.S. units.

1.5 References
The CQA Manual includes references to the most recent version of the test procedures
of the American Society of Testing and Materials (ASTM) and/or the Geosynthetic
Research Institute (GRI). Appendix A contains a list of these procedures.

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1.6 CQA Meetings
To facilitate the specified degree of quality during installation, clear, open channels of
communication are essential. To that end, meetings are critical.

1.6.1 Soil Liner CQA Meeting (Where Applicable)
Prior to the start of soil liner system construction a CQA Meeting will be held.
This meeting will include all parties then involved, including the Engineer, the
CQA Engineer, and the Contractor.

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. The Soil Liner CQA Meeting and the Geosynthetics CQA Meeting
may be held as one meeting or separate meetings, depending on the direction of
the Engineer.

1.6.2 Geosynthetics CQA Meeting (Where Applicable)
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. The Soil Liner CQA Meeting and the Geosynthetics CQA Meeting
may be held as one meeting or separate meetings, depending on the direction of
the Engineer.

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1.6.3 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.

1.6.4 Problem or Work Deficiency Meetings
A special meeting will be held when and if a problem or deficiency is present or
likely to occur. At a minimum, the meeting will be attended by the Engineer, the
CQA Engineer, the Contractor, and representatives from any other involved
parties. The purpose of the meeting is to define and resolve the problem or work
deficiency as follows:

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

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:

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

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

 data on weather conditions;

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

 descriptions and location of ongoing construction;

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

 locations where tests and samples were taken;

 a summary of test results;

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

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

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

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

 the CQA Engineer’s signature.

The daily report must be completed at the end of each day. This information will be
submitted to the Engineer for review on a routine basis and to the Owner 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:

 a summary of work activities performed;

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

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

 a compilation of daily CQA reports; and

 the CQA Engineer’s signature.

Critical problems that occur will be communicated verbally to the Engineer immediately
as well as being included in the progress reports.

2.3 CQA Photographic Reporting
Photographs will be taken by the CQA Engineer at regular intervals during the
construction process and in all areas deemed critical by the CQA Engineer. These
photographs will serve as a pictorial record of work progress, problems, and mitigation
activities. Videotaping may be used to supplement photographs in the documentation of
work progress, problems, and/or mitigation activities. These records will be presented
to the Engineer 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

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any revision to procedures or project specifications will be approved by the Owner and
Engineer.

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 Table 2.1 will be included in the Final CQA Report.
Note that some items may not be applicable to all projects.

2.7 Storage of Records
All handwritten data sheet originals, especially those containing signatures, will be
stored by the CQA Engineer in a safe repository on site. Other reports may be stored by
any standard method which will allow for easy access. All written documents will
become property of the Owner.

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Table 2.1 1 Final CQA Report General Outline (Subgrade or Final Cover System)
1. Introduction
2. Project Description
3. CQA Program
a. Scope of Services
b. Personnel
4. Earthwork CQA
5. Soil Liner CQA
6. Final Cover System CQA
7. GCL CQA
8. Geomembrane CQA
9. Geotextile CQA
10. Drainage Geocomposite CQA
11. Summary and Conclusions
12. Project Certification

Appendices
Appendix A Design Clarifications and Modifications
Appendix B Piezometer Abandonment (if applicable)
Appendix C Photographic Documentation
Appendix D CQA Reporting
D1. CQA Reports
D2. CQA Meeting Minutes
Appendix E Earthwork CQA Data
E1. CQA Test Results - Control Tests
E2. CQA Test Results - Record Tests
Appendix F Soil Liner CQA Data
F1. CQA Test Results - Control Tests
F2. CQA Test Results - Record Tests
Appendix G Final Cover System CQA Data
G1. Manufacturer’s Product Data Submittals and Quality Control Certificates
G2. CQA Test Results - Drainage Aggregate
G3. CQA Test Results - Vegetative Soil Layer
Appendix H Interface Shear Strength Test Data
Appendix I GCL CQA Data
I1. Manufacturer’s Product Data Submittals and Quality Control Certificates
I2. Geosynthetics Inventory - GCL
I3. CQA Test Results - Material Control Tests
I4. GCL Installation Certification
Appendix J Geomembrane CQA Data
J1. Manufacturer’s Product Data Submittals and Quality Control Certificates
J2. Geosynthetics Inventory - Geomembrane(s)
J3. CQA Test Results - Material Control Tests
J4. Subgrade Acceptance Certificates

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Table 2.1 (Continued):

J5. Trial Seam Logs
J6. Panel Placement Logs
J7. Panel Seaming Logs
J8. CQC Test Results - Nondestructive Seam Testing Report Forms
J9. CQC Test Results - Destructive Seam Testing Report Forms (Field)
J10. CQA Test Results - Destructive Seam Testing Report Forms (Laboratory)
J11. Repair Logs
J12. Geomembrane Installation Certification
Appendix K Geotextile CQA Data
K1. Manufacturer’s Product Data Submittals and Quality Control Certificates
K2. Geosynthetics Inventory - Geotextiles
K3. CQA Test Results - Material Control Tests
Appendix L Drainage Geocomposite CQA Data
L1. Manufacturer’s Product Data Submittals and Quality Control Certificates
L2. Geosynthetics Inventory - Drainage Geocomposite
L3. CQA Test Results - Material Control Tests
Appendix M Record Drawings
M1. Subgrade As-Built
M2. Soil Liner As-Built
M3. Geomembrane As-Built(s)
M4. Piping As-Built
M5. Vegetative Cover 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 Table 3.1, will be
performed by the CQA Engineer prior to placement of any compacted
embankment.

3.2 Subgrade Approval
The CQA Engineer will verify that the 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 Section 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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December 2016 (Revised: May 2017) 3.o Earthwork CQA Page 16
wetting, drying, scarification, etc.) shall be completed before the CQA
Engineer will allow placement of subsequent lifts.

D. The CQA Engineer will monitor protection of the earthwork during and after
construction.

3.3.2 Control Tests
The control tests, as shown on Table 3.2, will be performed by the CQA Engineer
prior to placement of compacted embankment.

3.3.3 Record Tests
The record tests, as shown on Table 3.2, will be performed by the CQA Engineer
during placement of compacted embankment.

3.3.3.1 Record Test Failure
Recompaction of the failed area shall be performed and retested until the
area meets or exceeds requirements outlined in the specifications.

3.3.4 Judgmental Testing
During construction, the frequency of control and/or record testing may be
increased at the discretion of the CQA Engineer when visual observations of
construction performance indicate a potential problem. Additional testing for
suspected areas will be considered when:

 the rollers slip during rolling operation;
 the lift thickness is greater than specified;
 the fill material is at an improper moisture content;
 fewer than the specified number of roller passes are made;
 dirt-clogged rollers are used to compact the material;
 the rollers may not have used optimum ballast;
 the fill materials differ substantially from those specified; or
 the degree of compaction is doubtful.

3.4 Deficiencies
The CQA Engineer will immediately determine the extent and nature of all defects and
deficiencies and report them to the Owner and Engineer. All defects and deficiencies
will be documented by the CQA Engineer. The Contractor shall correct defects and

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December 2016 (Revised: May 2017) 3.o Earthwork CQA Page 17
deficiencies to the satisfaction of the CQA Engineer. The CQA Engineer will observe all
retests on repaired defects.

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

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Table 3.2 3 CQA Testing Program for Compacted Embankment

Property Test Method Minimum Test Frequency Control Tests: (See Table 3.1) Record Tests: Lift Thickness ----- Each Lift 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 20,000 ft2 per lift &
1 per 500 LF/lift of Berms
(< 200 ft. base width) C&DLF Subgrade:
Verification of Subgrade Soil Type
(Soil within 2 Vertical Feet of Finished
Subgrade Elevations) (See Note 3)

Visual Classification:

Atterberg Limits:

Grain Size Analysis:

ASTM D 2488

ASTM D 4318

ASTM D4222

5,000 ft2

10,000 ft2

10,000 ft2

Notes:

1. Optionally use ASTM D 1556, ASTM D 2167, or ASTM D 2937. For every 10 nuclear
density tests perform at least 1 density test by ASTM D 1556, ASTM D 2167, or ASTM
D 2937 as a verification of the accuracy of the nuclear testing device.
2. Optionally use ASTM D 2216, ASTM D 4643, or ASTM D 4959. For every 10 nuclear
moisture tests perform at least 1 moisture test by ASTM D 2216, ASTM D 4643, or
ASTM D 4959 as a verification of the accuracy of the nuclear testing device.
3. Conduct subgrade verification using hand augered boring or test pit.

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December 2016 4.o Soil Liner CQA Page 19
4.0 SOIL LINER CQA
This section of the CQA Manual addresses the soil liner component of the regulatory final cover
system and outlines the soils CQA program to be implemented with regard to material approval,
subgrade approval, test fill construction, field and laboratory control and record tests, and
resolution of problems.

4.1 Soil Liner Material Approval
All material to be used as soil liner shall be approved in advance by the CQA Engineer.
Approval is based upon successful completion of CQA control testing outlined below.
Such testing can be performed either during excavation and stockpiling or from existing
stockpiles prior to use.

4.1.1 Control Tests
The procedure for CQA testing during excavation and stockpiling (including
existing stockpiles) is outlined below.

Each load of soil will be examined either at the borrow source or the stockpile
area. Any unsuitable material will be rejected or routed to separate stockpiles
consistent with its end use. Appropriate entries will be made in the daily log.

During stockpiling operations, control tests, as shown on Table 4.1, will be
performed by the CQA Engineer prior to placement of any soil liner material.

4.2 Subgrade Approval
The CQA Engineer will verify that the soil liner subgrade is constructed in accordance
with the project specifications.

4.3 Test Fill Construction
A test fill meeting the requirements of the project specifications will be constructed
using the same construction methods, equipment, and material to be used for the soil
liner component. The test fill construction will be conducted prior to or coincide with the
beginning of construction of the soil liner component.

Construction equipment and methods will be reviewed by the CQA Engineer prior to test
fill placement.

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December 2016 4.o Soil Liner CQA Page 20
4.3.1 Control Tests
The control tests, as shown on Table 4.2, will be performed by the CQA Engineer
prior to placement of soil liner material in the test fill.

4.3.2 Record Tests
The record tests, as shown on Table 4.2, will be performed by the CQA Engineer
during placement of soil liner material in the test fill.

4.3.3 Test Fill Completion
The test fill program is completed when the Contractor has shown that the soil
liner constructed using the same construction methods, equipment, and material
to be used in construction of the soil liner will satisfy project specifications. No
soil liner can be placed until the test fill program is completed.

4.4 Soil Liner Construction
4.4.1 Construction Monitoring
A. Soil liner shall be placed as described in the applicable section(s) of the
project specifications using the construction methods, equipment, and
material demonstrated in the test fill construction.

B. Only soil previously approved by the CQA Engineer (see Section 4.1) shall be
used in construction of the soil liner. Unsuitable material will be removed
prior to acceptance by the CQA Engineer.

C. All required field density and moisture content tests shall be completed
before the overlying lift of soil is placed. The surface preparation (e.g.
wetting, drying, scarification, etc.) shall be completed before the CQA
Engineer will allow placement of subsequent lifts.

D. The CQA Engineer will monitor protection of the soil liner during and after
construction.

E. The liner surface shall be sprinkled with water as needed to prevent
desiccation. Should desiccation occur, the last lift shall be reconstructed in
accordance with the project specifications. Standing water should not be
present on the soil liner.

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F. Frost heave or other damage due to freezing shall require lift reconstruction
in accordance with the project specifications.

G. The CQA Engineer will inspect the soil liner and certify that it is in accordance
with the project specifications and approved plans prior to the Contractor
beginning installation of overlying geosynthetics.

H. The finished soil liner shall be free of all rock protrusions. All cracks and
voids shall be filled and the surface made uniform. This shall be
accomplished by final dressing of the soil liner with smooth-drum rollers and
hand raking. No rubber tired vehicles are permitted on the final dressed
surface unless authorized by the CQA Engineer.

I. The surface on which the overlying geosynthetics are to be placed shall be
maintained in a firm, clean, and smooth condition and shall be within the
acceptable moisture range before and during the geosynthetics installation.

4.4.2 Control Tests
The control tests, as shown on Table 4.3, will be performed by the CQA Engineer
prior to placement of soil liner material.

4.4.3 Record Tests
The record tests, as shown on Table 4.3 and as described below, will be
performed by the CQA Engineer during placement of soil liner material.

A. Each lift will be checked visually for soil clods, rocks, debris, plant materials
and other foreign material. Any such material which does not meet specified
requirements shall be identified and removed prior to and during the
compaction process.

B. The thickness of the loose lift will be measured at random locations after
spreading and leveling is completed. Loose lift thickness should not exceed
the depth of penetration of the compaction feet.

C. Moisture content will be monitored by the CQA Engineer prior to compaction.
If the soil is drier than the specified minimum moisture content, water will be
added and the lift will be disced to distribute the moisture evenly.

Results of testing will be certified within 7 days of soil liner placement.

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December 2016 4.o Soil Liner CQA Page 22
4.4.3.1 Record Test Failure
The following procedures shall be used in the event of density or
hydraulic conductivity test failure:

A. Failed Density Test: Recompaction of the failed area shall be
performed and retested until the area meets or exceeds
requirements outlined in the specifications.

B. Failed Hydraulic Conductivity Test: The area of failure shall be
localized and reconstructed in accordance with the project
specifications. This area will be retested as outlined within the plan
by the CQA Engineer. Optionally, at least five replicate samples shall
be obtained and tested by the Contractor in the immediate vicinity of
the failed test. If all five samples pass, then the initial failing test will
be discounted. However, should the replicate samples confirm the
failure of the soil liner to meet specifications, the area of failure shall
be localized, reconstructed, and retested as described above.

4.4.4 Judgmental Testing
During construction, the frequency of control and/or record testing may be
increased at the discretion of the CQA Engineer when visual observations of
construction performance indicate a potential problem. Additional testing for
suspected areas will be considered when:

 the rollers slip during rolling operation;
 the lift thickness is greater than specified;
 the fill material is at an improper moisture content;
 fewer than the specified number of roller passes are made;
 dirt-clogged rollers are used to compact the material;
 the rollers may not have used optimum ballast;
 the fill materials differ substantially from those specified; or
 the degree of compaction is doubtful.

4.4.5 Perforations In Soil Liner
All holes shall be patched with compacted soil liner (if allowed by the project
specifications) or sodium bentonite compacted and hydrated in the holes.

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December 2016 4.o Soil Liner CQA Page 23
4.5 Deficiencies
The CQA Engineer will immediately determine the extent and nature of all defects and
deficiencies and report them to the Owner and Engineer. All defects and deficiencies
will be documented by the CQA Engineer. The Contractor shall correct defects and
deficiencies to the satisfaction of the CQA Engineer. The CQA Engineer will observe all
retests on repaired defects.

Table 4.1 4 CQA Testing Program for Soil Liner Material Approval

Property Test Method Minimum Test Frequency Control Tests: Visual Classification ASTM D 2488 Each Soil Moisture Content ASTM D 2216 2,000 CY
per Each Soil
Grain Size Analysis ASTM D 422 2,000 CY
per Each Soil
Atterberg Limits ASTM D 4318 2,000 CY
per Each Soil Moisture-Density Relationship ASTM D 698 5,000 CY
per Each Soil Hydraulic Conductivity - Lab
Remolded
ASTM D 50843 10,000 CY
per Each Soil

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December 2016 4.o Soil Liner CQA Page 24
Table 4.2 5 CQA Testing Program for Soil Liner Test Fill

Property Test Method Minimum Test Frequency Control Tests: (See Table 4.1) Moisture-Density Relationship ASTM D 6984 1 per lift Hydraulic Conductivity - Lab
Remolded
ASTM D 50843,4 1 per lift

Record Tests:
Lift Thickness ----- Each Lift
Atterberg Limits ASTM D 4318 1 per lift
Grain Size Analysis ASTM D 422 1 per lift
In-Place Density ASTM D 29221 3 per lift Moisture Content ASTM D 69382 3 per lift Hydraulic Conductivity - Undisturbed
(Shelby Tube)
ASTM D 50843 1 per lift

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December 2016 4.o Soil Liner CQA Page 25
Table 4.3 6 CQA Testing Program for Soil Liner

Property Test Method Minimum Test Frequency Control Tests: (See Table 4.1) Record Tests: Lift Thickness ----- Each Lift In-Place Density ASTM D 69381 10,000 ft2 per lift Moisture Content ASTM D 69382 10,000 ft2 per lift
Hydraulic Conductivity - Undisturbed
(Shelby Tube)
ASTM D 50843 40,000 ft2 per lift

Notes:

1. Optionally use ASTM D 1556, ASTM D 2167, or ASTM D 2937. For every 10 nuclear
density tests perform at least 1 density test by ASTM D 1556, ASTM D 2167, or ASTM
D 2937 as a verification of the accuracy of the nuclear testing device.

2. Optionally use ASTM D 2216, ASTM D 4643, or ASTM D 4959. For every 10 nuclear
moisture tests perform at least 1 moisture test by ASTM D 2216, ASTM D 4643, or
ASTM D 4959 as a verification of the accuracy of the nuclear testing device.

3. Maximum effective confining pressure and hydraulic gradient as required by the
project specifications. Backpressure as recommended by ASTM D 5084.

4. These tests performed on the test fill may count toward the minimum frequencies
established in Table 4.1.

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Washington County C&D Landfill CQA Manual
December 2016 5.0 Geomembrane CQA Page 27
5.0 GEOMEMBRANE CQA
This section of the CQA Manual addresses the geomembrane component of the alternative 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:

 verify that the Manufacturer’s quality control certificates have been
provided at the specified frequency and that each certificate identified the
rolls or sheets related to it; and

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

5.2.4 Material Control Tests
Samples for material control tests, as shown on Table 5.1, will be obtained by the
CQA Engineer at the indicated frequencies upon delivery of the geomembrane.

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December 2016 5.0 Geomembrane CQA Page 28
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 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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December 2016 5.0 Geomembrane CQA Page 29
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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December 2016 5.0 Geomembrane CQA Page 30
5.3.3.2 Field Panel Placement
Location: The CQA Engineer will verify that field panels are installed at
the location indicated in the Geomembrane Installer's layout plan, as
approved or modified in Section 5.3.3.1.

Installation Schedule: The CQA Engineer will evaluate every change in
the schedule proposed by the Geomembrane Installer and advise the
Engineer on the acceptability of that change.

The CQA Engineer will record the identification code, location, and date of
installation of each field panel.

Placement of Geomembrane: The CQA Engineer will verify that project
specification related restrictions on placement of geomembrane are
fulfilled. Additionally, the CQA Engineer will verify that the supporting soil
has not been damaged by weather conditions.

Damage: The CQA Engineer will visually observe each panel, after
placement and prior to seaming, for damage. The CQA Engineer will
advise the Engineer which panels, or portion of panels, should be
rejected, repaired, or accepted. Damaged panels or portions of damaged
panels which have been rejected will be marked and their removal from
the work area recorded by the CQA Engineer. Repairs will be made
according to procedures described in this section.

As a minimum, the CQA Engineer will document that:

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

 any tears, punctures, holes, thin spots, etc. are either marked by
the Geomembrane Installer for repair or the panel is rejected.

5.3.4 Field Seaming
5.3.4.1 Seam Layout
The Geomembrane Installer will provide the CQA Engineer with a seam
layout drawing, i.e., a drawing of the area to be lined showing all expected
seams. The CQA Engineer and Engineer will review the seam layout
drawing and verify that it is consistent with the accepted state of practice
and this CQA Manual.

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December 2016 5.0 Geomembrane CQA Page 31
A seam numbering system compatible with the panel numbering system
will be agreed upon at the Geosynthetics CQA Meeting (see Section 1.6.2).
An on-going written record of the seams and repair areas shall be
maintained by the Geomembrane Installer with weekly review by the CQA
Engineer.

5.3.4.2 Requirements of Personnel
The Geomembrane Installer will provide the CQA Engineer with a list of
proposed seaming personnel and their experience records. This
document will be reviewed by the CQA Engineer for compliance with
project specifications.

5.3.4.3 Seaming Equipment and Products
Field seaming processes must comply with project specifications.
Proposed alternate processes will be documented and submitted to the
Engineer and CQA Engineer for their approval. Only seaming apparatus
which have been specifically approved by make and model will be used.
The CQA Engineer will submit all documentation to the Engineer for his
concurrence.

5.3.5 Field Seam Control Tests
5.3.5.1 Trial Seams
A. Prior to production seaming, after four (4) hours of continuous
seaming, and/or when significant changes in geomembrane or
ambient temperature occurs, the Geomembrane Installer shall
perform trial seams to verify that seaming conditions and procedures
are adequate. Trial seams shall be performed by each operator of
extrusion welders and by the primary operator of each wedge welder
using seaming equipment to be used in production seaming.

B. Trial seams shall be made on appropriate sized pieces of identical or
equivalent geomembrane material.

C. Hot wedge trial seams shall be approximately 72" x 12" with the seam
centered lengthwise. Extrusion fillet trial seams shall be
approximately 36" x 12" with the seam centered lengthwise. A
minimum of four coupons shall be tested in peel and shear (two each)
(ASTM D 6392) by the Geomembrane Installer using a field

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December 2016 5.0 Geomembrane CQA Page 32
tensiometer. All coupons shall meet the minimum seam strength
requirements as shown in the project specifications.

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

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December 2016 5.0 Geomembrane CQA Page 33
the minimum seam strength requirements as shown in the project
specifications.

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:

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

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December 2016 5.0 Geomembrane CQA Page 34
 confirm the record location, date, test unit number, name of
tester, and compile the record of testing provided by the
Geomembrane Installer;

 provide a walk-through inspection of all impacted seam areas and
verify that the areas have been tested in accordance with the CQA
Manual and project specifications; and

 verify that the Geomembrane Installer has marked repair areas
with the appropriate color-coded marking pencil.

5.3.6.5 Defining Extent of Field Seam Record Test Failure
All defective seam test failures must be bounded by acceptable
destructive tests. The CQA Engineer will document repair actions 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.

Washington County C&D Landfill CQA Manual
December 2016 5.0 Geomembrane CQA Page 35
5.4 Liner System Acceptance
The geomembrane component of the final cover system will be accepted by the Owner
when:

 the installation is finished;

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

 CQA Engineer provides the Engineer with a final copy of the nondestructive test
documentation, repair information, and as-built drawings, as submitted by the
Geomembrane Installer;

 CQA Engineer provides the Engineer with a certification, submitted by the
Geomembrane Installer that the geomembrane was installed in accordance with
the Geomembrane Manufacturer's recommendations as well as the project
drawings and project specifications; and

 all documentation of the installation is completed including the CQA Engineer's
final report.

5.5 Materials in Contact with Geomembranes
The quality assurance procedures indicated in this subsection are only intended to
assure that the installation of these materials does not damage the geomembrane. All
reasonable measures to protect the geomembrane and provide additional quality
assurance procedures are necessary to assure that systems built with these materials
will be constructed to ensure proper performance.

5.5.1 Soils
Prior to placement, the CQA Engineer will visually confirm that all soil materials
to be placed against the geomembrane comply with project specifications. The
Geomembrane Installer will provide the CQA Engineer a written surface
acceptance certificate in accordance with Section 5.3.2. All soil materials shall
be placed and compacted in accordance with project specifications.

5.5.2 Sumps and Appurtenances
The CQA Engineer will verify that:

Washington County C&D Landfill CQA Manual
December 2016 5.0 Geomembrane CQA Page 36
 installation of the geomembrane in appurtenance areas, and connection
of the geomembrane to appurtenances have been made according to the
project specifications;

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

 the geomembrane or appurtenances have not been visibly damaged while
making connections to appurtenances.

5.6 Deficiencies
The CQA Engineer will immediately determine the extent and nature of all defects and
deficiencies and report them to the Owner and Engineer. All defects and deficiencies
will be documented by the CQA Engineer. The Contractor shall correct defects and
deficiencies to the satisfaction of the CQA Engineer. The CQA Engineer will observe all
retests on repaired defects.

Washington County C&D Landfill CQA Manual
December 2016 5.0 Geomembrane CQA Page 37
Table 5.1 7 CQA Testing Program for Geomembrane Material Approval

Property

Test Method

Test Frequency

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)

Tensile Strength at Yield 100,000 ft2 or
1 per Lot1
Tensile Strength at Break 100,000 ft2 or
1 per Lot1
Elongation at Yield 100,000 ft2 or
1 per Lot1 Elongation at Break 100,000 ft2 or
1 per Lot1 Tear Resistance ASTM D 1004

100,000 ft2 or
1 per Lot1

Notes:

1. Whichever provides the larger number of tests.

Washington County C&D Landfill CQA Manual
December 2016 5.0 Geomembrane CQA Page 38
Table 5.2 8 Air Pressure Test Requirements

Material

Minimum Pressure (PSI) Maximum Pressure
Drop (PSI) After
5 Minutes
30 Mil LLDPE

25 3

Washington County C&D Landfill CQA Manual
December 2016 6.0 Geotextile CQA Page 39
6.0 GEOTEXTILE CQA
This section of the CQA Manual addresses geotextiles and outlines the CQA program to be
implemented with regard to material approval, material control tests, repairs, and resolution of
problems.

6.1 Geotextile Material Approval
6.1.1 Geotextile Product Data
For each type of geotextile to be used, the CQA Engineer will review the
Contractor’s submittals for conformance with the project specifications.

6.1.2 Shipment And Storage
During shipment and storage, all geotextiles will be protected as required by the
project specifications. The CQA Engineer will observe rolls upon delivery at the
site.

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

 verify that the Manufacturer’s quality control certificates have been
provided at the specified frequency and that each certificate identified the
rolls related to it; and

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

6.1.4 Geotextile Material Control Tests
Samples for material control tests, as shown on Table 6.1, will be obtained by the
CQA Engineer at the indicated frequencies upon delivery of the geotextiles.
Alternatively, samples may be randomly obtained at the manufacturing site by
the CQA Engineer or representatives of the Geosynthetics CQA Laboratory.

Unless otherwise specified, samples will be 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.

Washington County C&D Landfill CQA Manual
December 2016 6.0 Geotextile CQA Page 40
All test results must be available at the site prior to the deployment of all
geotextiles. The CQA Engineer will examine all results from laboratory testing.

6.1.4.1 Material Control Test Failure
The following procedure will apply whenever a sample fails a material
control test:

A. The Geosynthetic Installer will replace the roll of geotextile that is in
nonconformance with the project specifications with a roll that meets
project specifications.

B. The Geosynthetic Installer will remove samples for testing by the
Geosynthetics CQA Laboratory from the closest numerical roll on both
sides of the failed roll. These two samples must both conform to
project specifications. If either of these samples fails, then the next
numerical roll will be tested until a passing roll is found. This
additional testing will be at the expense of the Geosynthetic Installer.
If either of the two closest rolls fails, the Engineer will dictate the
frequency of additional testing.

The CQA Engineer will document actions taken in conjunction with
material control test failures.

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

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

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

Washington County C&D Landfill CQA Manual
December 2016 6.0 Geotextile CQA Page 41
6.2.4 Placement Of Overlying Materials
All soil materials located on top of a geotextile shall be placed in accordance with
the project specifications.

6.3 Deficiencies
The CQA Engineer will immediately determine the extent and nature of all defects and
deficiencies and report them to the Owner and Engineer. All defects and deficiencies
will be documented by the CQA Engineer. The Contractor shall correct defects and
deficiencies to the satisfaction of the CQA Engineer. The CQA Engineer will observe all
retests on repaired defects.

Table 6.1 9 CQA Testing Program for Geotextile Material Approval
Property Test Method

Test Frequency
Control Tests: Tensile Properties ASTM D 4632

100,000 ft2 or
1 per Lot1
Puncture Resistance ASTM D 6241

100,000 ft2 or
1 per Lot1 Trapezoidal Tear Strength ASTM D 4533 100,000 ft2 or
1 per Lot1 Mass Per Unit Area
(Type GT- C Geotextile Only)
ASTM D 5261 100,000 ft2 or
1 per Lot1 Apparent Opening Size (AOS)
(Type GT-S Geotextile Only)
ASTM D 4751

100,000 ft2 or
1 per Lot1

Notes:

1. Whichever provides the larger number of tests.

2. CQA testing is not required for geotextiles placed outside of the containment area.

Washington County C&D Landfill CQA Manual
December 2016 6.0 Geotextile CQA Page 42

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Washington County C&D Landfill CQA Manual
December 2016 7.0 Drainage Geocomposite CQA Page 43
7.0 DRAINAGE GEOCOMPOSITE CQA
This section of the CQA Manual addresses drainage geocomposite (DGC) and outlines the CQA
program to be implemented with regard to material approval, material control tests, repairs,
and resolution of problems.

7.1 DGC Material Approval
7.1.1 DGC Product Data
The CQA Engineer will review the Contractor’s submittals for conformance with
the project specifications.

7.1.2 Shipment And Storage
During shipment and storage, all DGC will be protected as required by the project
specifications. The CQA Engineer will observe rolls upon delivery at the site.

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

 verify that the Manufacturer’s quality control certificates have been
provided at the specified frequency and that each certificate identified the
rolls related to it; and

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

7.1.4 DGC Material Control Tests
Samples for material control tests, as shown on Table 7.1, 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 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.

Washington County C&D Landfill CQA Manual
December 2016 7.0 Drainage Geocomposite CQA Page 44
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.

7.1.4.1 Material Control Test Failure
The following procedure will apply whenever a sample fails a material
control test:

A. The Geosynthetic Installer will replace the roll of DGC that is in
nonconformance with the project specifications with a roll that meets
project specifications.

B. The Geosynthetic Installer will remove samples for testing by the
Geosynthetics CQA Laboratory from the closest numerical roll on both
sides of the failed roll. These two samples must both conform to
project specifications. If either of these samples fails, then the next
numerical roll will be tested until a passing roll is found. This
additional testing will be at the expense of the Geosynthetic Installer.
If either of the two closest rolls fails, the Engineer will dictate the
frequency of additional testing.

The CQA Engineer will document actions taken in conjunction with
material control test failures.

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

7.2.2 Stacking And Joining
When several layers of DGC are stacked, 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.

Washington County C&D Landfill CQA Manual
December 2016 7.0 Drainage Geocomposite CQA Page 45
7.2.3 Repairs
Any holes or tears in the DGC will be repaired in accordance with the project
specifications. The CQA Engineer will observe any repair.

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

7.3 Deficiencies
The CQA Engineer will immediately determine the extent and nature of all defects and
deficiencies and report them to the Owner and Engineer. All defects and deficiencies
will be documented by the CQA Engineer. The Contractor shall correct defects and
deficiencies to the satisfaction of the CQA Engineer. The CQA Engineer will observe all
retests on repaired defects.

Table 7.1 10 CQA Testing Program for Drainage Geocomposite Material Approval
Property Test Method

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.

Washington County C&D Landfill CQA Manual
December 2016 7.0 Drainage Geocomposite CQA Page 46

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Washington County C&D Landfill CQA Manual
December 2016 8.0 GCL CQA Page 47
8.0 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.

8.1 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.

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

8.2.2 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.

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

 verify that the Manufacturer’s quality control certificates have been
provided at the specified frequency and that each certificate identified the
rolls related to it; and

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

8.2.4 GCL Material Control Tests
Samples for material control tests, as shown on Table 8.1, 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.

Washington County C&D Landfill CQA Manual
December 2016 8.0 GCL CQA Page 48
Unless otherwise specified, samples will be 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 GCL.
The CQA Engineer will examine all results from laboratory testing.

8.2.4.1 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.

8.3 GCL Installation
8.3.1 Surface Preparation
The Geosynthetics Installer will certify in writing that the surface on which the
GCL 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 GCL 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 Geosynthetics Installer, it will be the Geosynthetics
Installer's responsibility to indicate to the Engineer and CQA Engineer any

Washington County C&D Landfill CQA Manual
December 2016 8.0 GCL CQA Page 49
change in the supporting soil condition that may require repair work. If the CQA
Engineer concurs with the Geosynthetics Installer, then the Engineer will ensure
that the supporting soil is repaired.

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

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

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

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

8.4 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.

Washington County C&D Landfill CQA Manual
December 2016 8.0 GCL CQA Page 50
Table 8.1 11 CQA Testing Program for GCL Material Approval

Property

Test Method

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.

Washington County C&D Landfill CQA Manual
December 2016 9.0 Final Cover System CQA Page 51
9.0 FINAL COVER SYSTEM CQA
This section of the CQA Manual addresses the landfill gas (LFG) system (C&D landfill units),
drainage aggregate and piping, and the vegetative soil layer of the final cover system. By
reference to Sections 4.0, 5.0, 6.0, 7.0, and 8.0 of this CQA Manual, this section also addresses
the soil liner, geomembrane, geotextiles, drainage geocomposite, and geosynthetic clay liner
that are included in the final cover system for the C&D landfill. This section outlines the CQA
program to be implemented with regard to material approval, construction monitoring, and
resolution of problems.

9.1 Final Cover System Material Approval
The CQA Engineer shall verify that the following are provided and installed in accordance
with the project drawings, specifications, and this CQA Manual.

9.1.1 High Density Polyethylene (HDPE) Pipe
A. Receipt of Contractor's submittals on HDPE pipe.

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

9.1.2 Polyvinyl Chloride (PVC) Pipe
A. Receipt of Contractor's submittals on PVC pipe.

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

9.1.3 Corrugated Polyethylene (CPE) Pipe
A. Receipt of Contractor's submittals on CPE pipe.

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

9.1.4 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.

Washington County C&D Landfill CQA Manual
December 2016 9.0 Final Cover System CQA Page 52
9.1.5 Aggregates (Verify for each type of aggregate)
A. Receipt of Contractor's submittals on aggregates.

B. Review of submittals for aggregates for conformity to the project
specifications.

C. Verify that aggregates in stockpiles or at borrow sources conform to the
project specifications.

D. Conduct material control tests in accordance with Table 9.1.

9.1.6 Soil Liner
The CQA program for soil liner is presented in Section 4.0 of this CQA Manual.

9.1.7 Geomembrane
The CQA program for geomembranes is presented in Section 5.0 of this CQA
Manual. Conduct record testing of the prepared subgrade for installation of
geomembrane in accordance with Table 9.1.

9.1.8 Geotextiles
The CQA program for geotextiles is presented in Section 6.0 of this CQA Manual.

9.1.9 Drainage Geocomposite
The CQA program for drainage geocomposite is presented in Section 7.0 of this
CQA Manual.

9.1.10 Geosynthetic Clay Liner
The CQA program for geosynthetic clay liner is presented in Section 8.0 of this
CQA Manual. Conduct record testing of the prepared subgrade for installation of
GCL in accordance with Table 9.1.

9.1.11 Vegetative Soil Layer
A. Review the proposed source of vegetative soil layer for conformance with the
project specifications.

Washington County C&D Landfill CQA Manual
December 2016 9.0 Final Cover System CQA Page 53
B. Conduct material control tests in accordance with Table 9.1.

9.2 Final Cover System Installation
The CQA Engineer will monitor and document the construction of all final cover system
components for compliance with the project specifications. Monitoring the construction
work for the components of the final cover system includes the following:

 verify location and depth of LFG wells;

 verify location of all piping;

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

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

9.3 Deficiencies
The CQA Engineer will immediately determine the extent and nature of all defects and
deficiencies and report them to the Owner and Engineer. All defects and deficiencies
will be documented by the CQA Engineer. The Contractor shall correct defects and
deficiencies to the satisfaction of the CQA Engineer. The CQA Engineer will observe all
retests on repaired defects.

Washington County C&D Landfill CQA Manual
December 2016 9.0 Final Cover System CQA Page 54
Table 9.112 CQA Testing Program for Final Cover System
Component Property Test Method Minimum Test
Frequency
Record Tests:
Subgrade for GCL or
Geomembrane Grain Size Analysis ASTM D 422 20,000 ft2
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

Appendix A
Reference List of Test Methods

Construction Quality Assurance Manual
Washington County C&D Landfill
Washington County, North Carolina

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Washington County C&D Landfill CQA Manual
December 2016 Appendix A: Reference List of Test Methods Page A1
Construction Quality Assurance Manual
Appendix A: Reference List of Test Methods

American Society American Society of Testing and Materials (ASTM):

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

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

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

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

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

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

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

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

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

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

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

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

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

Washington County C&D Landfill CQA Manual
December 2016 Appendix A: Reference List of Test Methods Page A2
ASTM D 3042 Standard Test Method for Insoluble Residue in Carbonate
Aggregates.

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

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

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

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

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

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

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

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

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

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

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

ASTM D 5641 Standard Practice for Geomembrane Seam Evaluation by Vacuum
Chamber.

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

Washington County C&D Landfill CQA Manual
December 2016 Appendix A: Reference List of Test Methods Page A3
ASTM D 5887 Standard Test Method for Measurement of Index Flux Through
Saturated Geosynthetic Clay Liner Specimens Using a Flexible
Wall Permeameter.

ASTM D 5993 Standard Test Method for Measuring Mass per Unit of
Geosynthetic Clay Liners.

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

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

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

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

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

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

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

Washington County C&D Landfill CQA Manual
December 2016 Appendix A: Reference List of Test Methods Page A4

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Operations Manual

Washington County Landfill Facility
Washington County, North Carolina

Prepared for:

Washington County
Plymouth, North Carolina

December 2016
Revised: May 2017

© 2017 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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Washington County Landfill Facility Operations Manual
December 2016 (Revised: May 2017) Table of Contents Page i
Washington County Landfill Facility
Washington County, North Carolina

Operations Manual

Table of Contents
Page

1.0 GENERAL FACILITY OPERATIONS ...................................................................................... 1 
1.1 Contact Information .................................................................................................. 1 
1.1.1 Washington County (County) ......................................................................... 1 
1.1.2 North Carolina Department of Environmental Quality ................................ 2 
1.2 Facility Operating Hours ........................................................................................... 3 
1.3 Site Access ................................................................................................................. 3 
1.3.1 Physical Restraints ....................................................................................... 3 
1.3.2 Security .......................................................................................................... 3 
1.4 Signage ...................................................................................................................... 3 
1.4.1 Waste Limit Markers ..................................................................................... 4 
1.5 Communications........................................................................................................ 4 
1.6 Fire Control ................................................................................................................ 4 
1.6.1 Open Burning ................................................................................................ 4 
1.6.2 Fire Tetrahedron ........................................................................................... 4 
1.6.3 Equipment ..................................................................................................... 5 
1.6.4 General Fire Management Strategies .......................................................... 5 
1.6.5 Fires Within Disposal Areas.......................................................................... 5 
1.6.6 Notification .................................................................................................... 6 
1.6.7 Coordination With Local Fire Department ................................................... 6 
1.7 Severe Weather Conditions ....................................................................................... 6 
1.7.1 Ice Storms ..................................................................................................... 6 
1.7.2 Heavy Rains ................................................................................................... 6 
1.7.3 Electrical Storms .......................................................................................... 7 
1.7.4 Windy Conditions ........................................................................................... 7 
1.7.5 Violent Storms ............................................................................................... 7 
1.8 Equipment Requirements ......................................................................................... 7 
1.9 Personnel Requirements .......................................................................................... 7 
1.10 Health and Safety ...................................................................................................... 8 
1.10.1 Personal Hygiene ......................................................................................... 8 
1.10.2 Personal Protective Equipment .................................................................. 8 
1.10.3 Mechanical Equipment Hazard Prevention ................................................ 9 
1.10.4 Employee Health and Safety........................................................................ 9 
1.10.5 Physical Exposure ........................................................................................ 9 
1.10.6 Safety Data Sheets ....................................................................................... 9 
1.11 Utilities ....................................................................................................................... 9 

Washington County Landfill Facility Operations Manual
December 2016 (Revised: May 2017) Table of Contents Page ii
1.12 Record Keeping Program........................................................................................ 10 
2.0 WASTE HANDLING OPERATIONS ......................................................................................11 
2.1 Acceptable Wastes .................................................................................................. 11 
2.1.1 C&D Landfill Unit ........................................................................................ 11 
2.1.2 Yard Waste Processing Area ...................................................................... 12 
2.2 Prohibited Wastes ................................................................................................... 12 
2.2.1 C&D Landfill Unit ........................................................................................ 12 
2.2.2 Yard Waste Processing Area ...................................................................... 13 
2.3 Waste Screening Programs .................................................................................... 13 
2.3.1 Waste Receiving and Inspection ................................................................. 14 
2.3.2 Hazardous Waste Contingency Plan ........................................................... 15 
2.4 Waste Disposal ........................................................................................................ 15 
2.4.1 Access .......................................................................................................... 15 
2.4.2 General Procedures .................................................................................... 16 
2.4.3 Special Waste Management ....................................................................... 17 
2.4.3.1 Asbestos Management (C&D Landfill) ......................................... 17 
2.4.4 Periodic Cover ............................................................................................. 18 
2.4.5 Alternate Periodic Cover ............................................................................. 18 
2.4.6 Intermediate Cover ..................................................................................... 18 
2.4.7 Height Monitoring ....................................................................................... 18 
2.5 Yard Waste Processing Area Operations ................................................................ 18 
2.6 Convenience Center Operations ............................................................................. 19 
2.7 Deconstruction of Mobile Homes ........................................................................... 20 
2.8 Material Recovery .................................................................................................... 20 
3.0 ENVIRONMENTAL MANAGEMENT ....................................................................................21 
3.1 Surface Water Control............................................................................................. 21 
3.1.1 Surface Water Run-On Control ................................................................... 21 
3.1.2 Active Face Run-Off Control ....................................................................... 21 
3.1.3 Erosion Control ........................................................................................... 22 
3.1.4 Sedimentation Control ................................................................................ 22 
3.1.5 NPDES Requirements ................................................................................. 22 
3.2 Water Quality Monitoring ........................................................................................ 23 
3.3 Landfill Gas (LFG) Management ............................................................................. 23 
3.4 Landfill Gas (LFG) Monitoring Plan......................................................................... 23 
3.4.1 Record Keeping ........................................................................................... 23 
3.5 Vector Control .......................................................................................................... 23 
3.6 Litter Control ........................................................................................................... 23 
3.7 Odor Control ............................................................................................................ 24 
3.8 Air Quality ................................................................................................................ 24 
3.9 Leachate Seeps ....................................................................................................... 24 
3.10 Dust Control............................................................................................................. 24 

Washington County Landfill Facility Operations Manual
December 2016 (Revised: May 2017) Table of Contents Page iii
APPENDICES
Appendix A Fire Occurrence Notification Form
Appendix B Waste Screening Form
Appendix C Mobile Home Deconstruction Plan

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Washington County Landfill Facility Operations Manual
December 2016 (Revised: May 2017) 1.0 General Facility Operations Page 1
1.0 GENERAL FACILITY OPERATIONS
This Operations Manual was prepared for operations of the Washington County Landfill facility
(Permit No. 94-04) located near Roper. This document discusses the operation of the following
landfill units and other solid waste management activities:

 C&D Landfill (including mobile home deconstruction area);
 Yard Waste Processing Area; and
 Convenience Center:
o Small MSW Loads;
o Recyclables;
o White Goods and Scrap Metal Handling Area;
o Used Tire Storage Area; and
o Consumer Electronics Storage Area.

Refer to Drawing S1 (Existing Site Conditions) (Attachment J of permit application) for the
location of landfill units and other solid waste management activities. The County may also add
roll-off or other suitable containers for recyclables and/or municipal solid waste (MSW). Areas
in the vicinity of the white goods/scrap metal hadling area would be used for this purpose.

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 Environmental Quality (DEQ) 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 Washington 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 Washington County (County)
Washington County Department of Public Utilities
396 West Millpond Road
Roper, NC 27970
Phone: [phone]
Contact: David Tawes, Public Utilities Director
[e-mail]

Washington County Landfill Facility Operations Manual
December 2016 (Revised: May 2017) 1.0 General Facility Operations Page 2

Washington County Landfill Facility
718 Landfill Road
Roper, NC 27970
P.O. Box 1007
Plymouth, NC 27962
Phone/Fax: [phone]

Contact: Carl Critcher, Landfill Manager
[e-mail]

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

North Carolina DEQ - Washington Regional Office (WRO)
943 Washington Square Mall
Washington, NC 27889
Phone: [phone]
Fax: [phone]

North Carolina DEQ - Winston-Salem Regional Office (WSRO)
450 West Hanes Mill Rd, 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: Ray Williams (WRO)

Division of Land Resources - Land Quality Section:

Regional Engineer: TBD (WRO)

Washington County Landfill Facility Operations Manual
December 2016 (Revised: May 2017) 1.0 General Facility Operations Page 3
1.2 Facility Operating Hours
Normal hours of operation will be 8:30 A.M. to 4:30 P.M. Monday through Friday and 8:30
A.M. to 1:00 P.M. on Saturday. The facility will be closed on Sunday and on holidays as
designated by the County.

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

1.3 Site Access
The site will be accessed by the existing entrance on Landfill Road. A scale and a scale
house/office is provided at the entrance. All waste will have been weighed prior to being
placed in the landfill.

1.3.1 Physical Restraints
Limiting access to the landfill facility is important for the following reasons:

 Unauthorized and illegal dumping of waste materials is prevented.
 Trespassing, and injury resulting therefrom, is discouraged.
 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 Section 1.2). The 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 entrance 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. 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.

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December 2016 (Revised: May 2017) 1.0 General Facility Operations Page 4
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 similar 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
Communication will be maintained between the active landfill unit and the landfill scale
house/office via radio and/or cell phone. The scale house/office has a telephone in case
of emergency and for the conduct of day-to-day business. Emergency telephone
numbers are displayed in the scale house/office.

1.6 Fire Control
The possibility of fire within the landfill 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 Tetrahedron1
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

1 National Fire Protection Association (www.nfpa.org).

Washington County Landfill Facility Operations Manual
December 2016 (Revised: May 2017) 1.0 General Facility Operations Page 5
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
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):

 Accelerated high temperature combustion (displacing fuel);
 Covering of burning material with soil (reduce oxygen);
 Covering of burning material with foams (reduce oxygen);
 Flooding of burning material with water (reduce heat);
 Injecting an inert gas such as CO2 (reduce oxygen);
 Excavating the burning material (displacing fuel) and then extinguishing it
in small controlled areas; and
 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.

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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 Notification
The County will verbally notify the DWM (see Section 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 Appendix A).

1.6.7 Coordination With Local Fire Department
A copy of this Operations Manual will be filed with the local fire department
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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December 2016 (Revised: May 2017) 1.0 General Facility Operations Page 7
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.

1.9 Personnel Requirements
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) (reference NCGS 130A-309.25) 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.

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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:

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

 Wash hands before eating, drinking, or smoking.
 Wear personal protective equipment as described in Section 1.10.2.
 Wash, disinfect, and bandage ANY cut, no matter how small it is. Any
break in the skin can become a source of infection.
 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.

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

Washington County Landfill Facility Operations Manual
December 2016 (Revised: May 2017) 1.0 General Facility Operations Page 9
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:

 Consider safety first when planning and conducting activities.
 Review the equipment O&M manual(s) prior to attempting
repairs/changes.
 Remember the buddy system for repair of mechanical equipment.
 Post emergency contact phone numbers.
 Provide easy and visible access to the Right to Know materials.
 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 a restroom are provided at the scale
house/office.

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December 2016 (Revised: May 2017) 1.0 General Facility Operations Page 10
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 Section 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 Water Quality Monitoring Plan) including:
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 Section 3.1.6); and
S. Documentation of mobile home deconstruction (see Appendix C)

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 Washington County
Landfill facility. In addition to the C&D waste disposed of at this facility, the County also
processes yard wastes, white goods/scrap metal, used tires, and electronics and performs
deconstruction of mobile homes. 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 C&D Landfill Unit
Only the following wastes generated within the approved service area may be
disposed of in the C&D landfill unit:

 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.
 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.
 Land Clearing Waste: as defined in 15A NCAC 13B.0101(23) means solid
waste which is generated solely from land-clearing activities, limited to
stumps, trees, limbs, brush, grass, and other naturally occurring
vegetative material.
 Asphalt: in accordance with NCGS 130A-294(m).
 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.
 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 Section
2.7 and the special wastes (asbestos only) described in Section 2.4.3.1 may also
be disposed of in the C&D landfill unit.

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2.1.2 Yard Waste Processing Area
Clean untreated unpainted wood, including pallets, lumber scraps, land clearing
debris (stumps and limbs), and yard waste (limbs, leaves, pine straw, grass and
shrubbery cuttings, etc.) may be accepted for processing within the facility’s yard
waste processing area (see Section 2.5).

2.2 Prohibited Wastes
2.2.1 C&D Landfill Unit
Only wastes as defined in Section 2.1.1 above may be accepted for disposal in the
C&D landfill unit. Prohibited wastes include waste exclusions listed in 15A NCAC
13B .0542 as follows:

 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.
 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;
 Garbage as defined in G.S. 130A-290(a)(7);
 Hazardous waste as defined in G.S. 130A-290(a)(8), to also include
hazardous waste from conditionally exempt small quantity generators;
 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);
 Liquid wastes;
 Medical waste as defined in G.S. 130A-290(a)(18);
 Municipal solid waste as defined in G.S. 130A-290(a)(18a);
 Polychlorinated biphenyls (PCB) wastes as defined in 40 CFR 761;
 Radioactive waste as defined in G.S. 104E-5(14);
 Septage as defined in G.S. 130A-290(a)(32);
 Sludge as defined in G.S. 130A-290(a)(34);
 Special wastes as defined in G.S. 130A-290(a)(40);
 White goods as defined in G.S. 130A-290(a)(44); and
 Yard trash as defined in G.S. 130A-290(a)(45).

The following wastes cannot be received if separate from C&D waste:

 Lamps or bulbs including but not limited to halogen, incandescent, neon

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December 2016 (Revised: May 2017) 2.0 Waste Handling Operations Page 13
or fluorescent;
 Lighting ballast or fixtures;
 Thermostats and light switches;
 Batteries including but not limited to those from exit and emergency
lights and smoke detectors;
 Lead pipes;
 Lead roof flashing;
 Transformers;
 Capacitors;
 Copper chrome arsenate (CCA) and creosote treated woods; and
 Pallets.

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

 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.

2.2.2 Yard Waste Processing Area
Only materials as defined in Section 2.1.2 above may be accepted in the yard
waste processing area. Unacceptable wastes found in this area, if not otherwise
prohibited, will be disposed of in the C&D landfill.

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 landfill is inspected by trained personnel. These individuals have been

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December 2016 (Revised: May 2017) 2.0 Waste Handling Operations Page 14
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 landfill or other area (white
goods, 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 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.
For unacceptable wastes that are non-hazardous, the Landfill Manager will then
notify officials of the DWM (see Section 1.1.2) within 24 hours of attempted
disposal of any waste the landfill is not permitted to receive in order to 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.

Washington County Landfill Facility Operations Manual
December 2016 (Revised: May 2017) 2.0 Waste Handling Operations Page 15
If no unacceptable waste is found, the load will be pushed to the working face
and incorporated into the daily waste cell. All random waste inspections will be
documented by facility staff using the waste screening form provided in Appendix
B.

In addition to random waste screening described above, waste unloaded on the
active face will be inspected by the equipment operators, trained to spot
unacceptable wastes, before and during spreading and compaction. 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 Section 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 B.

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.

Washington County Landfill Facility Operations Manual
December 2016 (Revised: May 2017) 2.0 Waste Handling Operations Page 16
2.4.2 General Procedures
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
equipment 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 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 operator’s discretion depending on waste type and location of waste
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.

Washington County Landfill Facility Operations Manual
December 2016 (Revised: May 2017) 2.0 Waste Handling Operations Page 17
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.

The removal of solid waste from any landfill unit is prohibited except upon
notification of the DWM (see Section 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.

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.

Washington County Landfill Facility Operations Manual
December 2016 (Revised: May 2017) 2.0 Waste Handling Operations Page 18
2.4.4 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 Periodic Cover
Alternate periodic cover 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 Section 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.

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 Yard Waste Processing Area Operations
The operation of the yard waste processing area is as follows:

 Acceptable materials are stockpiled with a target height of 10 feet (maximum
height of 15 feet) over an area of approximately 1 acre.

 Once sufficient material is accumulated at the site, a contractor is brought in to
grind the waste. This typically occurs once per year.

Washington County Landfill Facility Operations Manual
December 2016 (Revised: May 2017) 2.0 Waste Handling Operations Page 19
 Once the waste is ground and becomes mulch, it is used either around the site,
primarily for surface stabilization, stockpiled for future use, or hauled off-site for
use as boiler fuel.

 Should ground wood/yard waste be provided to the public, the County will follow
the requirements for a Small Type 1 Compost facility (under 15A NCAC 13B.1402
(g)(3)) including operation in accordance with requirements of 15A NCAC
13B.1406. These requirements include:

o Composting at or above 55 degrees Celsius (131 degrees F) for 3 days and
piles will be aerated to maintain elevated temperatures.

Unacceptable wastes found in this area, if not otherwise prohibited, will be routed to the
C&D landfill for disposal.

2.6 Convenience Center Operations
The operation of the citizen’s convenience center is as follows:

 MSW & Recylables: The convenience center is set up with up with roll-off
containers for the collection and temporary storage of MSW (small loads) and
recyclables. When full, the containers will be transported off-site for disposal or
recycling.

 White Goods/Scrap Metal Handling Area: The operation of the white goods/scrap
metal handling area (concrete pad with approximate size of 280-feet by 30-feet)
is as follows:
o 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.

o Other white goods and scrap metal are stockpiled separately.

o Periodically a recycler removes CFC refrigerants (as needed) and hauls
all white goods and scrap metal off-site to be recycled.

 Used Tire Storage Area: Used tires are collected and placed in one or more
trailers. Once one (1) or more trailers are full, the used tires are picked up by a
tire recycler for recycling.

 Consumer Electronics Storage Area (Building): Consumer electronics are placed
on pallets or containers for pick-up by a recycler.

Washington County Landfill Facility Operations Manual
December 2016 (Revised: May 2017) 2.0 Waste Handling Operations Page 20
2.7 Deconstruction of Mobile Homes
The deconstruction of mobile homes is handled in an area adjacent to the C&D landfill
unit. A description of the process is provided in Appendix C.

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:

 Non-treated, non-painted clean wood (lumber);
 Pallets (damaged and un-damaged);
 Cardboard;
 Metal (ferrous and non-ferrous);
 Brick and block (undamaged and un-painted); and
 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. Stockpiled brick, concrete block, and concrete may be used on-site as beneficial
fill or rip rap.

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).

Washington County Landfill Facility Operations Manual
December 2016 (Revised: May 2017) 3.0 Environmental Management Page 21
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:

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

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.

3.1.2 Active Face Run-Off Control
Particular care is required to ensure that surface water coming from the active
face, e.g. having potential contact with the waste, is allowed to percolate into the
underlying waste. Only run-off from waste surfaces that have received adequate
cover is not considered leachate and should be directed to the stormwater
drainage system where practical.

Washington County Landfill Facility Operations Manual
December 2016 (Revised: May 2017) 3.0 Environmental Management Page 22
3.1.3 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:

 The slope of the working face should typically be no steeper than 5H:1V
where practical to limit erosion of the periodic cover.
 Intermediate cover that has been exposed for more than 30 days must be
seeded immediately and repaired when erosion features are identified.
 Drainage breaks (diversion berms, etc.) are provided on the final cover to
limit the flow length of run-off.
 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.
 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.

3.1.4 Sedimentation Control
Stormwater run-off from the landfill unit(s) is conveyed to one of the on site
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 or trap. Due to the
sandy soils at the site, sedimentation is expected to be minimal.

3.1.5 NPDES Requirements
If applicable, 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, NCDEQ - Division of Land Resources - Land Quality Section, Raleigh, NC.

Washington County Landfill Facility Operations Manual
December 2016 (Revised: May 2017) 3.0 Environmental Management Page 23
3.2 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 Section 1.12.

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

3.4 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.

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

3.5 Vector Control
Due to the nature of the waste disposed at this facility, vector control is not anticipated
to be of concern. Note that the use of periodic cover in the C&D landfill will discourage
animals from nesting in the waste.

3.6 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.

Washington County Landfill Facility Operations Manual
December 2016 (Revised: May 2017) 3.0 Environmental Management Page 24
3.7 Odor Control
Due to the nature of the waste disposed in this landfill unit, 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.

3.8 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.

3.9 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 Section 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 for proper
disposal off-site.
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.

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

Appendix A
Fire Occurrence Notification Form

Operations Manual
Washington County Landfill Facility
Washington County, North Carolina

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

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Appendix B
Waste Screening Form

Operations Manual
Washington County Landfill Facility
Washington County, North Carolina

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Washington County Department of Public Utilities
Washington County C&D Landfill
Permit No. 94-04
[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:

Washington 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

Attach related correspondence to this form.
File completed form in Operating Record.

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Appendix C
Mobile Home Deconstruction

Operations Manual
Washington County Landfill Facility
Washington County, North Carolina

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Operations Manual
Appendix C: Mobile Home Deconstruction

Washington County Landfill Facility
Washington County, North Carolina

Prepared for:

Washington County
Plymouth, North Carolina

December 2016

© 2016 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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Washington County Landfill Facility Operations Manual: Appendix C: Mobile Home Deconstruction
Cecember 2016 Table of Contents Page i
Washington County Landfill Facility
Washington County, North Carolina

Operations Manual
Appendix C: Mobile Home Deconstruction

Table of Contents
Page

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

Washington County Landfill Facility Operations Manual: Appendix C: Mobile Home Deconstruction
Cecember 2016 Table of Contents Page ii

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Washington County Landfill Facility Operations Manual: Appendix C: Mobile Home Deconstruction
December 2016 Page 1
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. Washington 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.

Washington County Landfill Facility Operations Manual: Appendix C: Mobile Home Deconstruction
December 2016 Page 2
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 Section 1.12 of the Operations Manual):

Washington County Landfill Facility Operations Manual: Appendix C: Mobile Home Deconstruction
December 2016 Page 3
A. Mobile home acceptance records including dates and description;
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.

Washington County Landfill Facility Operations Manual: Appendix C: Mobile Home Deconstruction
December 2016 Page 4

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Closure and Post-Closure Plan

Washington County C&D Landfill
Washington County, North Carolina

Prepared for:

Washington County
Plymouth, North Carolina

December 2016
Revised: May 2017

© 2017 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

This page intentionally left blank.

Washington County C&D Landfill Closure and Post-Closure Plan
December 2016 Table of Contents Page i
Washington County C&D Landfill
Washington County, North Carolina

Closure and Post-Closure Plan

Table of Contents
Page

1.0 CLOSURE PLAN .................................................................................................................. 1 
1.1 Maximum Closure Area and Waste Capacity ........................................................... 1 
1.2 Final Cover System .................................................................................................... 2 
1.3 Landfill Gas System ................................................................................................... 3 
1.4 Surface Water Systems ............................................................................................. 3 
1.4.1 Incremental Operation .................................................................................. 3 
1.4.2 Required Maintenance .................................................................................. 3 
1.5 Closure Schedule ...................................................................................................... 3 
1.6 Closure Verification ................................................................................................... 4 
2.0 POST-CLOSURE PLAN ........................................................................................................ 5 
2.1 Post-Closure Contact ................................................................................................ 5 
2.2 Post-Closure Use ...................................................................................................... 5 
2.3 Maintenance .............................................................................................................. 6 
2.3.1 Repair of Security Control Devices ............................................................... 6 
2.3.2 Erosion Damage Repair and Vegetation ....................................................... 6 
2.3.3 Correction of Settlement, Subsidence, and Displacement ......................... 6 
2.3.4 Leachate Seeps ............................................................................................. 6 
2.3.5 Repair of Run-On/Run-Off Control Structures ............................................ 7 
2.3.6 Landfill Gas System ...................................................................................... 7 
2.3.7 Groundwater Monitoring Wells..................................................................... 7 
2.4 Monitoring Plan ......................................................................................................... 7 
2.4.1 Inspection Frequencies ................................................................................. 8 
2.4.2 Inspection Activities ...................................................................................... 8 
2.4.3 Record Keeping ............................................................................................. 8 
2.5 Engineering Certification .......................................................................................... 8 
3.0 FINANCIAL ASSURANCE ...................................................................................................11 
3.1 Estimated Closure Costs ......................................................................................... 11 
3.2 Estimated Post-Closure Costs................................................................................ 11 
3.3 Estimated Assessment and Corrective Action Costs ............................................. 11 
3.4 Financial Assurance Mechanism ............................................................................ 11 

Washington County C&D Landfill Closure and Post-Closure Plan
December 2016 Table of Contents Page ii
Table of Contents (Continued)

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

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

Washington County C&D Landfill Closure and Post-Closure Plan
December 2016 (Revised: May 2017) 1.0 Closure Plan Page 1
1.0 CLOSURE PLAN
This Closure Plan has been prepared to provide information related to closure of the active
construction and demolition debris (C&D) landfill unit at the Washington County Landfill facility
which is owned and operated by Washington County, North Carolina (County). This information
includes the following:

 An estimate of the maximum closure area and waste capacity;

 A description of the final cover system and related features;

 A schedule for completion of closure activities;

 Procedures necessary for verifying closure activities; and

 A cost estimate for closure activities (see Section 3.0).

Note that construction plans for closure of each landfill unit (or incremental portion thereof)
will be submitted to the North Carolina Department of Environmental Quality Division of Waste
Management (DWM) for approval prior to beginning closure construction.

1.1 Maximum 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
C&D Landfill
Phases 1 & 2 3.3 77,142 29,917

Notes:

1. The volume and tonnage figures assumed for each landfill unit are based on the site’s Facility Plan.
Refer to Section 2.0 (Facility Report) of the Facility and Engineering Plan (Attachment B).

Washington County C&D Landfill Closure and Post-Closure Plan
December 2016 (Revised: May 2017) 1.0 Closure Plan Page 2
1.2 Final Cover System
The final cover system will consist of the following components (top-down):

Regulatory Final Cover System (.0543 (c) (2)):
 an 18-inch thick vegetative soil layer; and
 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

C&DLF Units - Alternative Final Cover System (.0543 (c)(3)):

Top Slopes (Typically 5 to10%):
 a 24-inch thick vegetative soil layer;
 a drainage geocomposite (with drainage breaks);
 a 30-mil textured LLDPE geomembrane or geosynthetic clay liner
(GCL); and
 a 12-inch thick intermediate cover layer.

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

The final cover system will be placed on prepared intermediate cover at a typical
maximum slope of 4H:1V (minimum slopes will be 5%). Landfill gas (LFG) vents and
surface water control devices will also be incorporated into the final cover. The final
cover surface will be vegetated upon completion of the final cover installation according
to the project seeding specifications.

Where applicable, 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 Facility and Engineering Plan (Attachment B) and the Permit Drawings
(Attachment J) for discussion and details related to the design of the final cover system.

Washington County C&D Landfill Closure and Post-Closure Plan
December 2016 (Revised: May 2017) 1.0 Closure Plan Page 3
1.3 Landfill Gas System
A landfill gas (LFG) system is provided in the final cover design for the C&D landfill. This
system includes vents placed within the waste to capture and passively vent the gas.

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 (diversion berms). Water
captured by 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 a sediment basin.

Refer to the appropriate permit application for a detailed discussion and details related
to the design of surface water systems for each landfill unit.

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.

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)):

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

Washington County C&D Landfill Closure and Post-Closure Plan
December 2016 (Revised: May 2017) 1.0 Closure Plan Page 4
 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

 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:

 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.

 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.

 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
barriers will be installed as necessary at former access points to prevent new
waste from being deposited.

 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.

 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.

Washington County C&D Landfill Closure and Post-Closure Plan
December 2016 2.0 Post-Closure Plan Page 5
2.0 POST-CLOSURE PLAN
This Post-Closure Plan has been prepared to provide information related to post-closure care
of the landfill units at the Washington County Landfill facility. This information includes the
following:

 Contact information for the person or office responsible for the facility during the post-
closure period;

 A description of the planned use(s) of the property during the post-closure period;

 A description of the monitoring and maintenance activities required for each landfill unit
and the frequency at which these activities are to occur; and

 A cost estimate for post-closure activities (see Section 3.0).

The post-closure care period will last 30 years after final closure (unless increased or
decreased by the DWM).

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

Washington County Department of Public Utilities
396 West Millpond Road
Roper, NC 27970
Phone: [phone]

Contact: David Tawes, Public Utilities Director
[e-mail]

2.2 Post-Closure Use
After filling operations cease at the landfill and the landfill is officially closed in
accordance with the Closure Plan, the landfill will be maintained as a grassy hill. The
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.

Washington County C&D Landfill Closure and Post-Closure Plan
December 2016 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 will be
filled with appropriate material and final 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.).

Washington County C&D Landfill Closure and Post-Closure Plan
December 2016 2.0 Post-Closure Plan Page 7
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.

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.

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.

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.

2.4 Monitoring Plan
The closed landfill 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

Washington County C&D Landfill Closure and Post-Closure Plan
December 2016 2.0 Post-Closure Plan Page 8
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 Table 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.

Washington County C&D Landfill Closure and Post-Closure Plan
December 2016 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 Quarterly
Surface Water Systems Quarterly1 Quarterly
Erosion Damage Quarterly1 Quarterly
Cover Drainage System Quarterly1 Semi-Annually
Cover Settlement, Subsidence, and Displacement Quarterly1 Semi-Annually
Landfill Gas Wells/Vents Quarterly Semi-Annually
Water Quality Monitoring Semi-Annually2 Semi-Annually2
LFG Monitoring Quarterly3 Quarterly3
Benchmark Integrity Annually Annually

Notes:
1. These items will be inspected after each large storm event (i.e. > 1 inch in any 24 hours).
2. Or in accordance with groundwater monitoring schedule described in the current Water
Quality Monitoring Plan.
3. Or in accordance with the current LFG Monitoring Plan.

Washington County C&D Landfill Closure and Post-Closure Plan
December 2016 2.0 Post-Closure Plan Page 10

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Washington County C&D Landfill Closure and Post-Closure Plan
December 2016 3.0 Financial Assurance Page 11
3.0 FINANCIAL ASSURANCE
This section of the Closure and Post-Closure Plan has been prepared to provide cost estimates
for closure, post-closure, and assessment and corrective action activities for the Washington
County C&D landfill and to identify the mechanism to be used by the County in demonstrating
financial assurance.

3.1 Estimated Closure Costs
A cost estimate for the complete closure (the maximum area to be closed) of the C&D
landfill is provided in Appendix A and is summarized in Table 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 C&D landfill is provided in
Appendix A and is summarized in Table 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 Appendix A. The total cost is summarized in Table 3.1. This
cost is based on the required minimum amount ($1,000,000) per NCGS 130A 295.2(h1).

3.4 Financial Assurance Mechanism
Washington 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.

Washington County C&D Landfill Closure and Post-Closure Plan
December 2016 3.0 Financial Assurance Page 12
Table 3.1 Summary of Cost Estimates
Activity Total
C&D Landfill – Closure $210,212
C&D Landfill - Post-Closure (30 Year) $636,900
Potential Assessment and Corrective Action $1,000,000
Total:$1,847,112

Appendix A
Closure, Post-Closure, and Assessment/Corrective Action
Cost Estimates
Closure and Post-Closure Plan
Washington County C&D Landfill
Washington County, North Carolina

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SHEET:1/3
JOB #: WASH-16-1
DATE: 12/5/16
Washington County C&D Landfill - Financial Assurance BY:PKS
Table 1: Summary
1.0 $210,212
2.0 $636,900
3.0 $1,000,000
$1,847,112
Notes:
1. All cost projections are presented in 2016 dollars. Appropriate annual escalators should be applied.
Potential Assessment & Corrective Action Cost (See Note 2)
Item No.Total
C&D Landfill - Estimated Closure Cost (See Table 2)
TOTAL =
Description
C&D Landfill - Estimated Post-Closure Cost (30-Year) (See Table 3)
SMITH GARDNER, INC.Table 1 - Summary WC C&DLF COST ESTIMATES 2016-12.xls
SHEET:2/3
JOB #: WASH-16-1
DATE: 12/5/16
Washington County C&D Landfill - Financial Assurance BY:PKS
Table 2: C&D Landfill - Estimated Closure Cost
1.0 3.3 AC $2,000 $6,600
2.0 4 EA $2,000 $8,000
3.0 35,000 SF $0.55 $19,250
4.0 35,000 SF $0.65 $22,750
5.0 10,650 CY $6.00 $63,900
6.0 3.3 AC $7,500 $24,750
7.0 3.3 AC $1,800 $5,940
8.0 3.3 AC $2,000 $6,600
$157,790
9.0 $6,312
$164,102
$16,410
$180,512
10.0 3.3 AC $3,000 $9,900
11.0 3.3 AC $6,000 $19,800
$210,212
Notes:
1. All cost projections are presented in 2016 dollars. Appropriate annual escalators should be applied.
2. Unit costs include materials and anticipated labor/installation costs.
Subtotal (Items 1 - 9) =
Contingency (10%) =
Construction Subtotal =
Engineering
CQA
TOTAL =
Erosion Control (Diversion Berms, Down Pipes,
Etc.)
Revegetation
Surveying
Subtotal (Items 1 - 8) =
Bonds, Mobilization, & Insurance 4% of Subtotal (Items 1 - 8) =
Site Preparation
Landfill Gas Vents
30-mil Textured LLDPE Geomembrane or
Geosynthetic Clay Liner (GCL) (0.6 Ac.)
Drainage Geocomposite (0.6 Ac.)
Vegetative Soil Layer (24")
Item No.Description Estimated
Quantity Units Unit Cost Item Cost
SMITH GARDNER, INC.Table 2 - C&DLF Closure WC C&DLF COST ESTIMATES 2016-12.xls
SHEET:3/3
JOB #: WASH-16-1
DATE: 12/5/16
Washington County C&D Landfill - Financial Assurance BY:PKS
Table 3: C&D Landfill - Estimated Post-Closure Cost (30-Year)
1.0 40 HR $75 $3,000
2.0 0.5 AC $1,800 $900
3.0 4 AC $100 $400
4.0 1 LS $2,500 $2,500
5.0 1 LS $1,500 $1,500
6.0 1 LS $7,000 $7,000
7.0 1 LS $4,000 $4,000
$19,300
$1,930
$21,230
$636,900
Notes:
1. All cost projections are presented in 2016 dollars. Appropriate annual escalators should be applied.
2. Unit costs include materials and anticipated labor/installation costs.
3.Assumes total of 3.3 acres of closure area to be maintained.
4.
5.
Item No.
Erosion Control
Mowing (once per year)
The water quality monitoring and reporting cost assumes 4 long-term wells sampled semi-annually @
$3,500 per event (annual cost = $7,000). Note that monitoring costs for the closed MSWLF are not
included in the total.
LFG Monitoring & Reporting (See Note 5)
The LFG monitoring and reporting cost assumes quarterly monitoring @ $1,000 per event (annual cost
= $4,000).
Gates/Fences/Access
Water Quality Monitoring & Reporting (See Note 4)
Description Item Cost
30-YEAR TOTAL =
Annual Total =
Contingency (10%) =
Subtotal (Items 1 - 7) =
Revegetation
Site Inspection & Record Keeping
Estimated
Quantity Units Unit Cost
SMITH GARDNER, INC.Table 3 - C&DLF P-Closure WC C&DLF COST ESTIMATES 2016-12.xls

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Water Quality Monitoring Plan

Washington County C&D Landfill
Washington County, North Carolina

Prepared for:

Washington County
Plymouth, North Carolina

December 2016
Revised May 2017

© 2017 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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Table 2
Analytical Parameters
Washington County C&D Landfill
By: JAS/MMG
Date: 11/8/2016
Constituents Synonyms
Antimony
Arsenic
Barium
Beryllium
Cadmium
Chromium
Cobalt
Copper
Lead
Mercury
Nickel
Selenium
Silver
Thallium
Vanadium
Zinc
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pH
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Specific Conductance
Acetone 2-Propanone
Acrylonitrile 2-Propenenitrile
Benzene
Bromochloromethane Chlorobromomethane
Bromodichloromethane Dibromochloromethane
Bromoform Tribromomethane
Carbon Disulfide
Carbon Tetrachloride Tetrachloromethane
Chlorobenzene
Chloroethane Ethyl chloride
Chloroform Trichloromethane
Dibromochloromethane Chlorodibromomethane
1,2-Dibromo-3-chloropropane DBCP
1,2-Dibromoethane Ethylene dibromide, EDB
1,2-Dichlorobenzene o-Dichlorobenzene
1,4-Dichlorobenzene p-Dichlorobenzene
trans-1,4-Dichloro-2-butene
1,1-Dichloroethane Ethyldidene chloride
1,2-Dichloroethane Ethylene dichloride
1,1-Dichloroethylene Vinylidene chloride
cis-1,2-Dichloroethylene
trans-1,2-Dichloroethylene
1,2-Dichloropropane Propylene dichloride
cis-1,3-Dichloropropene
trans-1,3-Dichloropropene
Ethylbenzene
H:\Projects\Washington County\WASH-16-1 (C&DLF Permit Amendment Application)\Permit Amendment Application\H. Water Quality Monitoring
Plan\Revised\Table 2 - CD Analyte List- S+G.xlsx
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Landfill Gas Monitoring Plan

Washington County C&D Landfill
Washington County, North Carolina

Prepared for:

Washington County
Plymouth, North Carolina

December 2016
Revised May 2017

© 2017 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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6/1/2017
6/1/2017
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SMITH
14 N. Boylan Avenue, Raleigh NC 27603
NC LIC. NO. F-1370 (ENGINEERING)
919.828.0577
GARDNER+
DRAWN:APPROVED:SCALE:DATE:PROJECT NO.:FIGURE NO.:FILE NAME:
PREPARED FOR:PREPARED BY:
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© 2016 Smith Gardner, Inc.
METHANE MONITORING REQUIREMENT
WASHINGTON COUNTY LANDFILLS
NORTH CAROLINA
C.T.J.M.M.G.N.T.S.WASH 16-1 2 WASH-A0057Nov 2016
2.WITHIN 7 DAYS1.IMMEDIATELY 3.WITHIN 60 DAYS
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Form based on NC Department of Environment and Natural Resources, Division of Waste Management, Solid Waste Section, Landfill Gas Monitoring
Guidance, November 2010, pg. 16.
Landfill Gas Monitoring Data Form

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

Facility Name: ______________________________________________ Permit Number: ______________
Date of Sampling: ___________________ NC Landfill Rule (.0500 or .1600): _____________________
Name and Position of Sample Collector: _________________________________________
Type and Serial Number of Gas Meter: _______________________________ Calibration Date of Gas Meter: _____________
Date and Time of Field Calibration: ___________________Type of Field Calibration Gas (15/15 or 35/50): ____________
Expiration Date of Field Calibration Gas Canister: ________Pump Rate of Gas Meter: _____________
Ambient Air Temperature: __________ Barometric Pressure: ______________General Weather Conditions: _____________
Instructions: Under “Location or LFG Well” identify the monitoring wells or describe the location for other tests (e.g., inside buildings).
A drawing showing the location of test must be attached. Report methane readings in both % LEL and % methane by volume. A reading
in percent methane by volume can be converted to % LEL as follows: % methane by volume = % LEL/20.

Location
or LFG
Well ID
Sample
Tube
Purge
Time
Time
Pumped
(s)
Initial
% LEL
Stabilized
% LEL
%CH4 by
Volume %O2 %CO2 H2S
(ppm) Notes

If your facility has more gas monitoring locations than there is room on this form, please attach additional sheets listing the same
information as contained on this form.

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

_________________________________________ _________________________________________
SIGNATURE TITLE
DocuSign Envelope ID: 7AC86A39-AACA-4A1C-87FF-E52AC156EE23
DocuSign Envelope ID: 7AC86A39-AACA-4A1C-87FF-E52AC156EE23
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